Document Everett_doc_d91e571dd5

CITY OF EVERETT Design and Construction Standards and Specifications for Development Approved by: Dave H. Davis, P.E. Public Works Director Ryan L. Sass, P.E. City Engineer City Officials Mayor Ray Stephanson Council Members Paul Roberts (Position 1) Jeff Moore (Position 2) Scott Murphy (Position 3) Ron Gipson (Position 4) Scott Bader (Position 5) Brenda Stonecipher (Position 6) Judy Tuohy (Position 7) Distributed By: Public Works Department 3200 Cedar Street Everett, WA 98201 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS FOREWARD The Design and Construction Standards and Specifications for Development are prepared by the Public Works Department of the City of Everett in accordance with Ordinance 898-82. This document is intended to be used in conjunction with the current WSDOT Standard Specifications for Road, Bridge and Municipal Construction and current city policies and procedures. This edition and updates apply whenever any public or private work is performed within the street rights of way or public easements of the City of Everett including work performed by private parties at their own expense under authority granted by ordinance of the City Council or permit process of the Public Works Department. A document such as this is constantly being updated due to new technology, environmental considerations, federal and state regulatory requirements, changes in policy or procedures and methods of design and construction. Updates to this manual will be posted to the City web page (www.everettwa.gov) as they are approved and the version posted on the City Web Site shall be considered the most current for Public Works and private development. Paper copies of this document, if desired, may still be obtained at the address below for $25.00 per copy. City of Everett Public Works Department 3200 Cedar Street Everett, Washington 98201 (425) 257-8800 Sincerely, Ryan L. Sass, P.E. City Engineer ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX Design and Construction Standards & Specifications For Development Volume I Specifications Volume II Standard Drawings Prepared by: City of Everett Washington Public Works Department June 2015 ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX i Design and Construction Standards & Specifications For Development Volume I Design & Construction Specifications SECTION 1 - GENERAL CONSIDERATIONS SECTION 2 - SMALL PARCEL EROSION AND SEDIMENT CONTROL SECTION 3 -STREETS AND RELATED WORK SECTION 4 - STORM AND SURFACE WATER SECTION 5 - WATER DISTRIBUTION SECTION 6 - SANITARY SEWERS Prepared by: City of Everett Washington Public Works Department June 2015 VOL 1 & 2 INDEX ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX ii Table of Contents ` SECTION 1 - GENERAL CONSIDERATIONS 1 1-1 STANDARDS 1 1-2 REFERENCES 1 1-3 AS-BUILT DRAWINGS 2 1-3.1 Private Development 2 1-3.2 Public Construction 2 1-4 CITY PERFORMED WORK 2 1-5 CONTROL OF NOISE 2 1-6 GUARANTEES 3 1-6.1 PERFORMANCE 3 1-6.2 WARRANTY 3 1-7 PERMITS 4 1-8 LEGAL RELATIONS AND RESPONSIBILITIES 4 1-9 MODIFICATIONS OF STANDARDS 4 1-10 PLAN REVIEW 4 1-10.1 FORMAT AND REQUIRED DATA 5 1-10.2 REQUIRED DRAWINGS 6 1-10.3 SCALE OF DRAWINGS 6 1-10.4 SIZE OF DRAWINGS 6 1-11 PROTECTION OF PROPERTY AND UTILITIES 6 1-11.1 PROPERTY 6 1-11.2 UTILITIES 7 1-12 SITE MAINTENANCE 7 1-13 TRAFFIC CONTROL 7 1-13.1 GENERAL 7 1-13.2 DETOURS AND ROAD CLOSURES 8 1-13.3 FLAGGERS, BARRICADES AND SIGNS 8 1-13.4 PLACEMENT OF CONSTRUCTION SIGNS ON SIDEWALKS AND PEDESTRIAN PATHWAYS 8 1-14 CONTROL AND INSPECTION 9 1-14-.1 GENERAL 9 1-14.2 MATERIALS SAMPLING & TESTING 9 1-15 ASBESTOS CONTROL 9 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX iii 1-16 LANDSCAPING 10 SECTION 2 - SMALL PARCEL EROSION AND SEDIMENT CONTROL 11 2-1 GENERAL 11 2-2 SMALL PARCEL EROSION AND SEDIMENT CONTROL 11 2-2.1. SMALL PARCEL EROSION AND SEDIMENT CONTROL PLANS (SPESCP) 11 2-2.2 SMALL PARCEL BMPs 12 SECTION 3 - STREETS AND RELATED WORK 14 3-1 GENERAL REQUIREMENTS 14 3-2 ROADWAY TYPES AND GEOMETRICS 14 3-2.1 GENERAL 14 3-2.2 HORIZONTAL ALIGNMENT 14 3-2.4 STREET ENDS 15 3-3 EASEMENTS 15 3-4 FIRE DEPARTMENT ACCESS 15 3-5 PARKING LOTS 16 3-5.1 GENERAL 16 3-5.2 CONSTRUCTION 16 3-5.3 HANDICAP REQUIREMENTS 16 3-5.4 ILLUMINATION 17 3-5.5 PEDESTRIAN CONCERNS 17 3-6 THROAT LENGTH REQUIREMENTS 18 3-7 TRAFFIC CONTROL SIGNING AND STRIPING 18 3-8 TRAFFIC STUDIES 19 3-8.1 Responsibility for Traffic Studies 19 3-8.2 Traffic Study Format 19 3-8.3 Traffic Study Should: 20 3-9 UNDERGROUND UTILITIES 20 3-9.1 GENERAL 20 3-9.2 TRENCH EXCAVATION 21 3-9.3 TRENCH BACKFILL 21 3-9.4 COMPACTION 21 3-9.5 TRENCHING LONGITUDINAL TO ROADWAY 22 3-9.6 TRENCHING TRANSVERSE TO ROADWAY 22 3-9.7 JACKING, AUGERING, OR TUNNELING 22 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX iv 3-10 SURVEYING AND MONUMENTATION 22 3-10.1 DESCRIPTION 22 3-10.2 MATERIALS 23 3-10.3 CONSTRUCTION REQUIREMENTS 23 3-11 STREET ILLUMINATION 23 3-12 GUARDRAILS 24 3-13 MAILBOXES 24 3-14 PAVEMENT PATCHING 25 3-14.1 DESCRIPTION 25 3-14.2 MATERIALS 25 3-14.3 CEMENT CONCRETE PAVEMENT RESURFACED WITH ASPHALT CONCRETE 25 3-14.4 ASPHALT CONCRETE ON GRANULAR BASE 26 3-14.5 UNTREATED ROADWAY SURFACES 26 3-14.6 TEMPORARY PAVEMENT PATCHING 26 3-14.7 CONSTRUCTION REQUIREMENTS 26 3-15 ROCKERIES AND ROCKWALLS 27 3-15.1 DESCRIPTION 27 3-15.2 MATERIALS Error! Bookmark not defined. 3-15.3 GENERAL 28 3-15.4 CONSTRUCTION REQUIREMENTS 28 3-16 METAL HAND RAILINGS 29 3-16.1 DESCRIPTION 29 3-16.2 MATERIALS 29 3-16.3 FABRICATION 29 3-16.4 INSTALLATION 30 3-17 CEMENT CONCRETE SIDEWALKS 30 3-17.1 DESCRIPTION 30 3-17.2 MATERIALS 30 3-17.3 CONSTRUCTION REQUIREMENTS 31 3-18 CURB AND GUTTER 33 3-18.1 DESCRIPTION 33 3-18.2 MATERIALS 33 3-18.3 PLACING CONCRETE 34 3-18.4 CURING 34 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX v 3-19 CEMENT CONCRETE DRIVEWAYS 34 3-19.1 DESCRIPTION 34 3-19.2 MATERIALS 35 3-19.3 CONSTRUCTION REQUIREMENTS 35 3-20 PROPORTIONING OF MATERIALS 39 3-20.1 CONTROLLED DENSITY FILL (CDF) 39 3-20.2 GRAVEL BORROW 39 3-20.4 SPAWNING GRAVEL 39 3-20.5 CRUSHED SURFACING 40 3-20.6 FOUNDATION MATERIAL CLASS A 40 3-20.7 QUARRY SPALLS 40 3-20.8 NON-SHRINK CEMENT SAND GROUT 40 SECTION 4 - STORM AND SURFACE WATER 41 4-1 GENERAL 41 4-2 STORM DRAINAGE CONVEYANCE SYSTEM DESIGN CRITERIA 41 4-2.1 OVERVIEW 41 4-2.2 DESIGN FLOW AND ROUTE REQUIREMENTS 41 4-2.3 PIPE SYSTEMS 42 4-2.4 CULVERT DESIGN CRITERIA 46 4-2.5 OUTFALL DESIGN CRITERIA 47 4-2.6 OPEN CHANNEL DESIGN CRITERIA 47 4-2.7 REQUIRED NOTES FOR STORM DRAINAGE PLANS 49 Figure 4-2. 1 Median Stone Size Selection for Riprap Design 50 Table 4-2.1 Outlet Protection 51 Table 4-2.2 Channel Protection 52 SECTION 5 - WATER DISTRIBUTION 53 5-1 GENERAL 53 5-2 CONSTRUCTION PLANS 54 5-2.1 REQUIRED NOTES ON PLANS 55 5-3 BACKFLOW PREVENTION 55 5-4 EXISTING UTILITIES 56 5-5 FIRE FLOW 56 5-6 PIPE AND FITTINGS FOR WATER MAINS 56 5-6.1 DESCRIPTION 56 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX vi 5-6.2 MATERIALS 57 5-6.3 JOINTS AND FITTINGS 57 5-7 TRENCH EXCAVATION, BEDDING AND BACKFILL FOR WATER MAINS 58 5-7.1 DESCRIPTION 58 5-7.2 GENERAL 58 5-7.3 GRADE AND ALIGNMENT 58 5-7.4 TRENCH EXCAVATION 59 5-8 CONSTRUCTION REQUIREMENTS 60 5-8.1 DEWATERING OF TRENCH 60 5-8.2 HANDLING OF PIPE 60 5-8.3 CUTTING PIPE 61 5-8.4 LAYING PIPE ON CURVES 62 5-8.5 CONNECTIONS TO EXISTING MAINS 62 5-8.6 LOOPED MAINS 63 5-8.7 LAYING HDPE MAINS 63 5-9 SERVICE LINES 63 5-9.1 GENERAL 63 5-9.2 MATERIALS 63 5-9.3 CONNECTIONS 63 5-10 VALVES FOR WATER MAINS 64 5-10.1 GENERAL 64 5-10.2 AIR AND VACUUM RELEASE VALVES 64 5-10.3 BUTTERFLY VALVES 64 5-10.4 CHECK VALVES 64 5-10.5 GATE VALVES 64 5-10.6 VALVE BOXES 65 5-10.7 VALVE MARKER POSTS 65 5-11 HYDRANTS 65 5-11.1 GENERAL 65 5-11.2 ADAPTER REQUIREMENTS 65 5-11.3 CAP REQUIREMENTS 66 5-11.4 HYDRANT GUARD POSTS 66 5-12 PRESSURE REDUCING STATIONS 66 5-13 THRUST RESTRAINT 66 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX vii 5-14 HYDROSTATIC PRESSURE TEST 67 5-15 DISINFECTION OF WATER MAINS 67 5-15.1 FLUSHING 68 5-15.2 Disinfectant Concentration and Retention Period (Contact Interval) 69 5-15.3 Form of Applied Chlorine 69 5-15.4 Point of Application 70 5-15.5 Preventing Reverse Flow 70 5-15.6 Chlorinating Valves, Hydrants, and Appurtenances 70 5-15.7 Chlorinating Connections to Existing Water Mains and Water Service Connections 70 5-15.8 Final Flushing and Testing 70 5-15.9 Sample Collection Taps 71 5-15.10 Repetition of Flushing and Testing 71 5-16 UNDERGROUND UTILITIES 71 5-17 WATER SERVICES FOR FIRE PROTECTION 72 SECTION 6 - SANITARY SEWERS 73 6-1 GENERAL 73 6-2 ALIGNMENT 73 6-3 CONSTRUCTION PLANS 73 6-3.1 REQUIRED NOTES ON PLANS 74 6-4 EASEMENTS 74 6-5 LIFT (PUMP) STATIONS 75 6-6 MANHOLES 75 6-6.1 DESCRIPTION 75 6-6.2 MATERIALS 75 6-6.3 CONSTRUCTION REQUIREMENTS 75 6-7 SEWER MAIN 77 6-7.1 MATERIALS 77 6-7.2 GENERAL 77 6-7.3 UNDERGROUND UTILITIES 77 6-7.4 PIPE BEDDING 78 6-7.5 LAYING SEWER PIPE 79 6-7.6 PLUGS AND CONNECTIONS 79 6-7.7 JOINTING 79 6-7.8 JACKING, AUGURING OR TUNNELING 79 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS INDEX viii 6-7.9 SIZE 79 6-7.10 SLOPE 80 6-7.11 SEPTIC TANKS 80 6-7.12 PAVEMENT PATCHING 80 6-7.13 CLEANING AND TESTING 80 6-8 SIDE SEWERS 80 6-8.1 DESCRIPTION 80 6-8.2 MATERIALS 80 6-8.3 GENERAL 81 6-8.4 EXCAVATION, BEDDING, BACKFILL AND COMPACTION 81 6-8.5 SIZE 81 6-8.6 SLOPE 81 6-8.7 FITTINGS 81 6-8.8 CLEANOUTS 82 6-8.9 TESTING 82 6-9 TELEVISION INSPECTION 82 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 1 SECTION 1 - GENERAL CONSIDERATIONS 1-1 STANDARDS These City of Everett Design and Construction Standards and Specifications, hereinafter referred to as the “Standards”, shall apply whenever any public or private work is performed within the street rights- of-way in the City of Everett, including work performed by private parties at their own expense under authority granted by ordinance of the City Council permit process. Except where these Standards provide otherwise, design, construction and materials shall conform to the appropriate standards of the current edition of the following publications produced separated by the Washington State Department of Transportation (WSDOT) or jointly by WSDOT and the Washington State Chapter of the American Public Workers Association (APWA). A. WSDOT/APWA Standard Specifications for Road, Bridge and Municipal Construction, hereinafter referred to as the “WSDOT/APWA Standard Specifications”. B. WSDOT Standard Plans for Road, Bridge and Municipal Construction, hereinafter referred to as “WSDOT Standard Plans”. 1-2 REFERENCES These Standards are intended to be consistent with the most currently adopted provisions of the following: A. Everett Municipal Codes B. City of Everett Drainage Plan C. City Stormwater Management Manual D. State of Washington Shoreline Management Act E. State and National Environmental Policy Acts F. City Design Standards – Washington State G. International Building Code H. International Residential Code I. National Electrical Code J. Uniform Plumbing Code K. International Mechanical Code L. AWWA Standards M. WSDOT Design Manual N. WSDOT Traffic Manual O. WSDOT Utilities Manual P. WSDOT Construction Manual Q. A Policy on Geometric Design of Highways and Streets (AASHTO) R. Manual on Uniform Traffic Control Devices (MUTCD) ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 2 1-3 AS-BUILT DRAWINGS Prior to the acceptance of the work, the developer/contractor shall furnish the City Engineer one neatly and legibly marked set of the city approved, wet stamped plotter paper drawings of significant permanent items showing any and all changes in the final locations of all items of work including, but not limited to, curb and gutter, storm drain lines, water lines, sewer lines, catch basins, manholes, fire hydrants, valves, new and existing utilities and all other miscellaneous items included in the work. Marking of the drawings shall represent all changes, vertical and horizontal, and be done at the time the material and equipment is installed. The city would prefer a computer file of the as-builts submitted in conjunction with the paper copy. The computer file should be capable of being imported to AutoCAD. Please refer to Section 1-10.1 of these Standards for information on plan format. As-built drawings shall be required whether for private or public construction in accordance with the following: 1-3.1 Private Development A. A. Plats – Final plat approval shall be withheld until after the as-builts have been submitted and approved. B. B. Commercial – Final approval and installation of water meters will be withheld until the as-builts have been submitted and approved. C. 1-3.2 Public Construction As-built drawings shall be considered an item on the contractor’s punch list. Until all items on the punch list are completed, the project will not be sent to the City Council for approval. Final acceptance will be withheld until the as-built drawings are submitted and approved. 1-4 CITY PERFORMED WORK When work is to be performed by the city, the city will provide all the material required for the said work. The cost for the material and the work performed shall be at the developer’s expense. Any requests for city work should be scheduled at least one week in advance. 1-5 CONTROL OF NOISE The city shall establish regulations for control of noise in residentially zoned property. For the purpose of regulating potentially disruptive or annoying noise, Ordinance No. 1556-89 states that all residentially zoned lands fall within Noise Control District No. 1. Under the City’s Noise Ordinance, construction related noise has limitations during the hours before 7 a.m. and after 10 p.m. on weekdays and before 8 a.m. and after 6 p.m. on weekends and state recognized holidays. Due to citizen concerns about construction noise in neighborhoods, and given the city’s intent to limit the occurrence of public disturbance noise, construction sites will be monitored and violators are subject to fines. Construction contractors are responsible for notifying subcontractors of the city’s noise regulations. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 3 1-6 GUARANTEES Performance and warranty guarantees will be required for all public works improvements, unless waived by the City Engineer. Work to be performed by any state agency or unit of local government shall be exempt from providing guarantees based on Chapter 35A.21.250 R.C.W. Acceptable methods of guarantees will be as follows: A. Bond B. Assignment of Funds (Performance) C. Set-aside Letter (Warranty) D. Cash Deposit Standard documents as approved by the city for the above items are available from the Public Works Department. 1-6.1 PERFORMANCE Performance guarantees will be required for all improvements located in the public rights-of-way and as required by city ordinance as detailed on the approved plans and as noted in the follow summary: Street/Alley Drainage (private) Utilities (public) Estimated cost plus 20%; construct improvements prior to building permit issuance; for a plat construct all improvements prior to final plat approval. For properties one acre or more with drainage abatements facilities, estimated cost plus 20%. Estimated cost plus 20%; construct improvements prior to occupancy; for a plat construct prior to final plat approval. The initial guarantee and subsequent extensions as approved will be limited to one year increments. If time extensions are approved, the guarantee amount shall be revised to reflect inflation and/or other cost impacts. The developer shall provide an estimate, prepared by a licensed engineer, of the improvements based on the approved plans. The estimate shall be itemized by description, quantities and costs. The submitted data will be reviewed by public works for adequacy of quantities and comprehensiveness of estimates. The estimate shall be reviewed to reflect the city’s cost to complete the improvements. 1-6.2 WARRANTY Warranty guarantees will be required at the time of final acceptance of the public improvements and/or improvements required by city ordinance. The guarantee amount will be 10% of the documented final cost of the improvements. The warranty guarantee is required prior to release of the performance guarantee. Methods of posting warranty guarantee shall be the same as for performance guarantee and shall be for the of time as listed below: Street/Alley Drainage (private) Drainage (public) One Year Two Years (will be extended for 1 year if city elects to assume maintenance. One Year ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 4 1-7 PERMITS A public works permit is required for all work within the public right-of-way and city utility easements, and for all sewer, water, and drainage improvements, including fill and excavation, parking lot construction and/or paving on private property. The approved applicant’s copy of the public works permit, together with a set of plans approved by the Public Works Department shall be available on the job site whenever work is being done on any portion of the project. Any questions regarding information about permits and the approved prices should be directed to the building counter located on the second floor of the Service Center Building at 3200 Cedar Street in Everett. 1-8 LEGAL RELATIONS AND RESPONSIBILITIES The contractor at all times shall comply with all Federal and State laws, local laws and ordinances, and any regulations which in any manner affect the project. The contractor shall release, indemnify and promise to defend and save harmless the city, its officers, employees and agents from and against any and all liability, loss, damage, and expense, actions and claims, including costs and reasonable attorneys’ fees incurred by the city in defense thereof, asserting or arising directly or indirectly on account of any violation of laws, ordinances or regulations whether such violations are by the contractor, his subcontractors, his employees, or his agents. 1-9 MODIFICATIONS OF STANDARDS Modifications from these Standards may be granted by the City Engineer upon evidence that such modifications are in the public interest, that they are based upon sound engineering judgment, and that requirements for safety, function, appearance, environment, and maintainability are fully met. Desired modifications must be approved prior to construction. 1-10 PLAN REVIEW The Public Works Department has established basic standards for improvement plans so plan checking can be processed efficiently. See each section for specific requirements over and above the following standards. Plans must meet these standards before they will be accepted. Requirements for plans will be divided into two general categories. A. Minor Projects: Work not requiring public right-of-way improvements. For example, small site projects such as a new house or duplex, garage addition, house addition or remodel. B. Major Projects: Work involving street improvements, drainage, water and sewer improvements. Plan for major projects must be drawn by a registered civil engineer licensed in the State of Washington. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 5 1-10.1 FORMAT AND REQUIRED DATA A. All public works plans for street improvements and utility systems shall be prepared in a plan/profile format either with sheets printed in half plan and half profile or with separate sheets for plan view and profile views. B. In addition to paper plan and profile sheets, it is required that all plans for major projects should be submitted with a computer file that can be imported to AutoCAD. Major projects are as defined in Section 1-10 A above or as otherwise identified by the City Engineer. Copies of the city specified format for AutoCAD are available at the building counter located on the second floor of the Public Works Service Center at 3200 Cedar Street, Everett, Washington. C. Plans shall be prepared with all utilities, both new and existing, shown on all sets of plans. For example, on the sanitary sewer sets, the water and storm drains shall be shown with the sanitary sewer portions being heavily highlighted. Other utilities are also to be shown in profile views where crossings occur. D. Whenever possible, use notes specifying city standard numbers for common items such as catch basins, restrictors, fire hydrant assemblies, etc. E. Show the existing channelization of all streets that front the proposed development. Show all curb cuts on both the adjacent properties and the properties across the street that front on the proposed development. F. Show complete data for curb radii, utility locations (new and existing), curb elevations, street stationing, street widths, existing adjacent improvements, elevations of existing street improvements, and utilities, etc. G. All elevations and grades on public works plans shall be to the 1988 N.A.V.D. (North American Vertical Datum). H. A summary of quantities for all work within the public right-of-way or in easements granted to the city shall be listed on the title sheet or on the first sheet of all plans or sets of plans. The following list can be used as a guideline for the items to be listed but is to be supplemented as necessary for a particular project: 1. Asphalt Concrete Pavement (Roadway) S.Y. 2. Cement Concrete Pavement (Roadway) S.Y. 3. Asphalt Concrete Pavement (Alley) S.Y. 4. Cement Concrete Pavement (Alley) S.Y. 5. Cement Concrete Curb & Gutter – Type “A-1” L.F. 6. Cement Concrete Sidewalk S.F. 7. Cement Concrete Driveway Approaches S.F. 8. Ductile Iron Water Main (Size) L.F. 9. Gate Valves (Size) EA. 10. Butterfly Valves (Size) EA. 11. Concrete or PVC Sewer Main (Size) L.F. 12. Concrete or PVC Side Sewer (Size) L.F. 13. Sewer Manholes (Type) EA. 14. Concrete Storm Drain Pipe (Size) L.F. 15. Catch Basins (Type) EA. 16. Traffic Regulatory Signs (Type) EA. 17. Street Name Signs EA. 18. Fire Hydrant Assemblies EA. 19. Water Main Blow-Offs EA. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 6 I. A “Driveway Schedule” which lists all of the driveways, both residential and commercial, being constructed and shall include the following information pertaining to each driveway, in tabular form: 1. Location of driveway 2. Surface type 3. Width 4. Profile grade (may require separate sketch) 5. Length J. Plans shall show any environmental features such as wetlands, streams, steep slopes and any associated buffers for each. 1-10.2 REQUIRED DRAWINGS The following plans for public works improvements and utilities shall be prepared: A. Erosion Control & Grading Plan B. Grading Plan C. Storm Drain or Drainage Plan (Drainage & Street Plans may be combined together). D. Water System Plan E. Sanitary Sewer Plan F. Street Improvements or Frontage Improvements Plan* G. Landscaping Plan * A separate cross section plan sheet is required for all new street construction. Distance between stations shall be determined by City Engineer based on site topography. For many minor projects, some or all the above required sheets may be condensed into one plan sheet. If an extension or either a sewer main, water main, or storm drain main is required, a separate sheet will be required for that work. 1-10.3 SCALE OF DRAWINGS All plans are to be drawn utilizing an engineer’s scale. The acceptable scale for public works improvement plans shall be 1”=40’ or larger for plan view (horizontal) and 1”=5’ for profile view (vertical). A larger scale such as 1”=20’ for the plan view may be used on smaller projects when greater clarity can be attained. 1-10.4 SIZE OF DRAWINGS A. Minor Projects: Plans must be drawn or printed on paper that is relatively heavy, such as blueprint quality or standard drafting paper. Plans drawn on tissue paper, poster board or cardboard will not be accepted. The minimum acceptable size is to be 8-1/2”x11”, with the maximum acceptable size being 24”x36”. B. Major Projects: Plans must be plotted on 20# bond or other appropriate drafting paper. Plans shall be no less than 22”x34” and no larger than 24”x36”. 1-11 PROTECTION OF PROPERTY AND UTILITIES 1-11.1 PROPERTY The contractor shall protect and preserve from damage, interference and destruction all private and public property on or in the vicinity of the work. If such property is damaged or destroyed or ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 7 its use interfered with by the contractor or his agents, it shall be restored immediately to its former condition by the contractor at his expense and such interference terminated. 1-11.2 UTILITIES The contractor shall protect from damage private and public utilities, including telephone and telegraph lines, power lines, sewer and water lines, railroad tracks and appurtenances, highway lighting and signal systems, and similar facilities. Before beginning excavation, the contractor shall provide notice of commencement to all owners of underground facilities through the one number locator service, phone number 1-[PHONE REDACTED], if available; if not he shall give notice to all individual utility owners. Such notice shall not be less than 2 nor more than 10 business days before the scheduled date of excavation. 1-12 SITE MAINTENANCE The developer and contractor shall schedule and control his work so as to prevent all hazards to public safety, health and welfare. Streets shall be kept free of dirt and debris on a continuous basis. Pedestrian facilities shall be kept free of obstruction, and an accessible route shall be maintained at all times. On existing street, two way traffic shall be maintained at all times unless detour plans have been approved in advance by the City Traffic Engineer. Pedestrian and vehicular access to occupied buildings shall be maintained at all times except where approval from the building owner has been obtained. Adherence to the project’s erosion and sediment control plan will be required. Features contained therein, such as silt fences, check dams and sedimentation ponds shall be maintained in good working order to the satisfaction of the public works inspector. 1-13 TRAFFIC CONTROL 1-13.1 GENERAL Traffic control for all projects shall comply with Chapter 6 of MUTCD. The contractor shall be responsible to furnish and maintain all required labor and materials as needed to the satisfaction of the City Engineer. The contractor shall conduct his operations as to offer the least possible obstruction and inconvenience to the public, and he shall have under construction no greater length or amount of work than he can prosecute properly with regard to the rights of the public. He shall not open up sections of the work and leave them unfinished, but he shall finish the work as he goes insofar as practicable. Unless otherwise approved in writing by the City Engineer, all public traffic shall be permitted to pass through the work with as little inconvenience and delay as possible. The contractor shall keep existing roads and streets adjacent to or within the limits of the project open to and maintained in a good and safe condition for traffic at all times. The contractor shall remove any deposits or debris and shall repair any damage resulting from his operations. Construction shall be conducted so as to cause as little inconvenience as possible to abutting property owners. Convenient access to driveways, houses and buildings along the line of work shall be maintained. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 8 Construction signs shall not be placed on sidewalks or pedestrian pathways impeding wheelchair or pedestrian traffic. If the work entails removing panels of sidewalk, then place sidewalk closed signs in advance of the work area and provide accessible pedestrian detour route. This will allow the handicapped and pedestrians to utilize an alternate route. If the road construction activities require advanced warning signs, then signs will be placed in accordance with the MUTCD manual and WORK ZONE TRAFFIC CONTROL book. Signs and traffic control devices should not be a hazard to pedestrians. Signs located near or adjacent to sidewalk should have a 7-foot clearance. In the event that sidewalks on both sides of the project are closed, then pedestrians should be guided around the construction site. If your signing crews are in doubt, have them contact the appropriate City of Everett Inspectors. 1-13.2 DETOURS AND ROAD CLOSURES Approval must be received from the city traffic engineer for all detours and road closures. A formal traffic control plan complying with the MUTCD shall be submitted to public works for review and approval by the traffic engineer prior to any work proceeding. 1-13.3 FLAGGERS, BARRICADES AND SIGNS Flagger(s), barricades, signs shall conform to the Standards established in the latest edition of the “Manual on Uniform Traffic Control Devices” (MUTCD). Standard Plan No’s 701A through 701L show typical traffic control conditions. Standard Plan No. 702 shows typical traffic control devices. Should the contractor deviate from these Standard Plans, he or she should prepare a signing plan showing the necessary construction signing, barricades and flagger(s) required for the project and submit the plan(s) to the public works for approval by the City Engineer in advance of the time the signing and barricades will be required. All equipment and materials required for traffic control shall be furnished, installed and maintained by the contractor to the satisfaction of the City Engineer. During construction activity at signalized locations, an off-duty, uniformed police officer shall be required at all times the signal or beacon is turned off or when the traffic signal indicator is countermanded, or if the engineer determines it is necessary for traffic control. Officers are also required for new traffic signal work. The uniformed police officer shall be provided by the contractor. For information on police officer availability, call the City of Everett Police Department at 259-0400. 1-13.4 PLACEMENT OF CONSTRUCTION SIGNS ON SIDEWALKS AND PEDESTRIAN PATHWAYS Construction signs shall not be placed on sidewalks or pedestrian pathways impeding wheelchair or pedestrian traffic. If the work entails removing panels or sidewalk, then place sidewalk closed signs in advance of the work area and provide an alternate accessible route. This will allow the handicapped and pedestrians to utilize an alternate route. If the road construction activities require advanced warning signs, then signs will be placed in accordance with the MUTCD manual and WORK ZONE TRAFFIC CONTROL book. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 9 Signs and traffic control devices should not be a hazard to pedestrians. Signs located near or adjacent to sidewalk should have a 7-foot clearance. In the event that sidewalks on both sides of the project are closed, then pedestrians should be guided around the construction site. If your signing crews are in doubt, have them contact the appropriate City of Everett inspectors. 1-14 CONTROL AND INSPECTION 1-14-.1 GENERAL Work performed in construction or improvements within the city, whether by a private developer, a city contractor or city forces, shall be done in accordance with the approved plans and specifications and to the satisfaction of the City Engineer. No work may be started until such plans are approved. Any revision to such plans shall be approved by the City Engineer prior to performance of the work. The City Engineer will have authority to enforce these Standards as well as other referenced or pertinent specifications and will appoint project engineers, assistances and inspectors as necessary to inspect the work for compliance. 1-14.2 MATERIALS SAMPLING & TESTING 1-14.2(1) DEVELOPMENTS It shall be the responsibility of the developer to provide test reports certified by a professional engineer licensed in the State of Washington to verify compliance of materials used in the project. Sampling and/or testing shall be at a frequency and magnitude determined by the City Engineer or designated representative. Copies of all test reports shall be furnished to the City Engineer. All costs incurred for testing or sampling, as required, shall be the responsibility of the developer. 1-14.2(2) CITY FORCES & CITY CONTRACTORS Construction work performed by city forces and city contractors shall be inspected by city inspectors. Sampling and testing shall be performed by city inspectors or by a professional laboratory. 1-14.2(3) NOTIFICATION OF INSPECTION The developer shall notify the city of inspection needs in a timely manner. In general, a minimum of 24 hours advance notice will be required. Failure to notify in time may oblige the city to arrange appropriate sampling and testing after-the-fact, with certification by a qualified private testing laboratory. Costs of such testing and certification shall be borne by the developer. 1-15 ASBESTOS CONTROL Asbestos containing material (ACM) may be encountered during a construction project in the form of asbestos cement pipe, pipe insulation, or as insulation in a structure that is being demolished. It can be found in pipe for water and sewer mains, electrical conduits, drainage pipe, and vent pipes, etc. Normal breakage and crushing of the material can cause an asbestos fiber release which presents a ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTOPM 1 10 serious respiratory hazard. It is imperative that asbestos fiber release be controlled. Citations, by regulatory agencies, for an asbestos fiber release carry substantial fines. Only employees certified by the State of Washington as a Certified Asbestos Worker may work on ACM during construction, demolition, repair, maintenance, renovation, salvage, or disposal of ACM. The contractor shall have all asbestos removed from the site and property disposed of by a State licensed asbestos contractor in accordance with the practices specified by the State of Washington Department of Ecology, the Snohomish County Solid Waste Division and all other pertinent State and Federal Regulations. See WAC 296-62-077. 1-16 LANDSCAPING The development of landscaping and erosion control is to conform to the basic concepts and principles set forth in the City of Everett Zoning Code. Landscaping shall be required on all projects to provide visual orientation for traffic safety; to create physical delineation of parking areas and to furnish definition and scale of the entire complex by interval plantings and to insure the preservation of land values by creating an environmental quality which complements the objectives of the respective land uses in any zone. A copy of the Zoning Code is available for review at the building counter, second floor of the Service Center located at 3200 Cedar Street in Everett. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 2 11 SECTION 2 - SMALL PARCEL EROSION AND SEDIMENT CONTROL 2-1 GENERAL This section of the Standards covers erosion and sediment control for small parcels, where land alteration activities will disturb less than one acre of land. Projects which will disturb one acre of land or more must refer to the City of Everett’s Stormwater Management Manual for large parcel erosion and sediment control requirements. Land alteration activities are those activities which are commonly referred to as clearing (the act of vegetation removal from the land surface, often referred to as land clearing); grubbing (the act of root vegetation removal from beneath the surface of the earth, usually in conjunction with clearing); excavation (the mechanical removal of earth material); filling (deposition of earth material placed by artificial means); grading (excavation of filling or combination thereof); and stockpiling (temporary deposition of earth material placed by artificial means). 2-2 SMALL PARCEL EROSION AND SEDIMENT CONTROL 2-2.1. SMALL PARCEL EROSION AND SEDIMENT CONTROL PLANS (SPESCP) A SPESCP illustrates the Best Management Practices (BMPs) and strategies for controlling erosion and sediment on a small parcel during construction. The applicant developing a small parcel shall submit two copies of a site improvement and drainage plan on 8 ½” by 11” paper showing the following: • Name, address, and phone number of owner or contact person. • North arrow, lot number and plat, address, date, and street name fronting structure. • Footprint of all proposed structures and any existing structures on the site. • Location of any environmentally sensitive areas (as identified in the City of Everett Zoning Code) on or immediately adjacent to the site, including streams, wetlands, steep slopes, and their required buffers. • Arrows or topographical contours showing the slope of the site. • Methods to convey runoff away from the proposed structures and construction activity. • Proposed location and erosion protection of excavated basement soil stockpiles (if applicable). • Methods to stabilize disturbed areas of the site and to protect adjacent properties and/or streets from sediment (these methods may include plastic covering, mulching, seeding, planting, sodding, vegetative buffer strips, sediment barriers or filter fences, and dikes). • A construction vehicle access (limited to one route, whenever possible) using gravel or crushed rock applied to the driveway area, with truck traffic restricted to this one route. • A note calling for periodic street cleaning to remove any sediment tracked off the site. • A note calling for routine inspection and maintenance of all installed erosion and sediment control BMPs, especially after storms. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 2 12 • A note calling for appropriate measures to be taken to stop sediments from entering waterways if the proposed BMPs fail. • Call out the number of square feet of rooftops and the number of square feet of other impervious surfaces such as driveways and parking areas. • Show connection to nearest stream, if possible, or state distance to stream. • A note indicating that bare and/or disturbed soils shall remain uncovered and/or unstabilized for no more than 2 days from October 1 through April 30, and for no more than 7 days from May 1 through September 30. 2-2.2 SMALL PARCEL BMPs 2-2.2(1) BMP ES.10 PLANNED CLEARING AND GRADING Clearing and grading of the site should be planned properly. It is important to clear only the areas needed, thus keeping exposed areas to a minimum. Clearing should be phased so that only those areas that are actively being worked are uncovered. Clearing limits should be flagged and reviewed by the appropriate city official in the lot or area prior to the initiation of clearing. 2-2.2(2) BMP ES.20 EXCAVATED BASEMENT SOIL Excavated basement soil should be located a reasonable distance behind the curb, such as in the backyard or side yard area. This practice will increase the distance eroded soil must travel to reach the storm sewer system. Soil piles should be covered until the soil is either used or removed. Piles should be situated so that sediment does not erode into the street, adjoining yards and does not enter surface water. 2-2.2(3) BMP ES.30 BACKFILLING Basement walls should be backfilled as soon as possible and the lot rough graded. This practice will eliminate large soil mounds which are highly erodible and prepares the lot for temporary cover, which will further reduce erosion potential. 2-2.2(4) BMP ES.40 REMOVAL OF EXCESS SOIL Excess soil should be removed from the site as soon as possible after backfilling. This practice will eliminate any sediment loss from surplus fill. 2-2.2(5) BMP ES.50 MANAGEMENT OF SOIL BANKS If a lot has a soil bank higher than the curb, the bank should be located several feet behind the curb and a shallow trench should be excavated between the bank and the curb. This practice will help prevent any eroded sediment from entering the street. 2-2.2(6) BMP ES.60 CONSTRUCTION ROAD ACCESS Gravel or crushed rock shall be applied to the driveway area and vehicle traffic restricted to this one route. Driveway paving can be installed directly over the gravel. This measure will help prevent soil from adhering to tires and stop soil from washing into the street. This construction access requires periodic inspection and maintenance including washing, top- dressing with additional stone, reworking and compaction. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 2 13 2-2.2(7) BMP ES.70 SOIL STABILIZATION Soil stabilization measures protect soil from the erosive forces of raindrop impact and flowing water. Acceptable measures include establishing vegetation by sodding or seeding, mulching with two tons of straw per acre or approved equal, plastic or other impervious covering staked to the ground or anchored with rocks or sandbags, and the early application of gravel base on areas to be paved. 2-2.2(8) BMP ES.80 STREET CLEANING Periodic street cleaning shall be provided to remove any sediment that may have been tracked out. Sediment should be removed by shoveling or sweeping and carefully removed to a suitable disposal area where it will not be re-eroded. Additional street cleaning may be required as directed by the city public works inspector. Special care should be taken to reduce sediments from entering storm drains connected to salmon streams. The use of vacuum sweepers is encouraged. Additional street cleaning may be required as directed by the City Public Works inspector. Special care should be taken to reduce sediments from entering storm drain connected to salmon streams. The use of vacuum sweepers are encouraged. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 14 SECTION 3 - STREETS AND RELATED WORK 3-1 GENERAL REQUIREMENTS All work performed in the design, preparation of plans and in the construction or improvement of city streets and all appurtenances, whether public or private shall be the responsibility of the developer or contractor and done to the satisfaction of the City Engineer and in accordance with the plans and specifications approved by the city for the work. It is emphasized that no permits will be issued to start work until plans for that work are approved. Any revisions to the plans shall be approved by the City Engineer before being implemented. A set of “as-built” drawings (mylar) will be required at the completion of the project and prior to final acceptance of the work. See individual utility sections for more specific “as-built” requirements. City Ordinances and Standards establish policy for the installation of street improvements. Specific application will be determined at the time of permit application and/or issuance. 3-2 ROADWAY TYPES AND GEOMETRICS 3-2.1 GENERAL City of Everett roadways are classified functionally as indicated in Standard Plan No. 300. Criteria for minimum right-of-way and roadway widths and other geometrics shall be as listed for given classifications. Structural sections and roadway appurtenances shall be as shown on Standard Plan Nos. 301 and 302. The City Engineer may require the second lift asphalt to be bonded and delayed for up to one year. Typical utility locations for design purposes are shown on Standard Plan No. 322. 3-2.2 HORIZONTAL ALIGNMENT 3-2.2(1) CURB RETURN RADII For the intersection of two local streets, the minimum allowable curb radius shall be 25 feet, which is to be measured from the radius point to the face of curb. For the intersection of a local street with any collector or arterial, the minimum radius shall be 30 feet. 3-2.2 LOCAL STREETS For the intersection of two local streets, the minimum allowable curb radius shall be 25 feet, which is to be measured from the radius point to the face of curb. For the intersection of a local street with any collector or arterial, the minimum radius shall be 30 feet. 3-2.2(3) OTHER STREETS On all other street intersections, the minimum allowable radii shall be 30 feet. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 15 3-2.2(4) TRUCKS AND BUSES Radii of 40 feet or more should be provided where large truck combinations and buses turn frequently. Larger radii are also desirable where speed reductions would cause problems. 3-2.3 INTERSECTIONS Angle of Intersection 80° to 90° Minimum Centerline Radius N/A Minimum Curb Radius 25 feet 3-2.4 STREET ENDS Cul-de-sacs shall be provided at all permanent street ends, and on any temporary dead end location when the length of the street is more than 150 feet in length. Cul-de-sacs shall be per Standard Plan No. 304. On temporary dead ends, when the street is less than 200 feet in length, the required turnaround area may be a hammerhead type of design per Standard Plan No. 323. 3-3 EASEMENTS A nonexclusive easement shall be reserved for and granted to all utilities serving subject plat and their respective successors and assigns, over, under and upon the exterior 10 feet parallel with adjoining the street frontage of all lots and common areas in which to install, lay, construct, renew, operate and maintain underground conduits, cables, pipes, and wires; together with other necessary facilities and equipment, for the purpose of serving this subdivision and other property with utility service, together with the right to enter upon the lots at all times for the purposes herein stated. 3-4 FIRE DEPARTMENT ACCESS As required by the fire chief, every building constructed shall be accessible to the Fire Department, both during and after construction, by way of access roadways approved by the Fire Department. The roadway shall have at least 20 feet of unobstructed width, shall have adequate roadway turning radius, and be capable of supporting the imposed loads of fire apparatus. The minimum allowable vertical clearance shall be 13 feet 6 inches. All required fire access roads must be in service prior to commencement of construction. When access roads cannot be installed due to topography, waterways, nonnegotiable grades or other similar conditions, the chief is authorized to require additional fire protection as specified in Section 10.501(b) of the Uniform Fire Code. Such devices or appliances may consist of automatic fire alarm systems, automatic sprinkler or water spray systems, standpipe and hose, fixed or portable fire extinguishers, suitable fire blankets, breathing apparatus, manual or automatic covers, carbon dioxide, foam, halogenated or dry chemical or other special fire-extinguishing systems. Where such systems are provided, they shall be designed and installed in accordance with the applicable Uniform Fire Code Standards. The following definitions shall apply: A. Fire Lane: That portion of the Fire Department access to areas or structures which is required by the provisions of Chapter 46.44 of the Everett Municipal Code. Generally, this access is in larger complexes and constitute continuous loops around buildings or complexes. B. Fire Access Road: That portion of the Fire Department access to areas or structures which is required by the provisions of Section 10.207 of the Uniform Fire Code, 1991 ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 16 edition or subsequent revision. This type of access may be provided to almost any type of property. C. Access Easement: That portion of a “fire access road” as defined above which is provided by the granting of a permanent easement over one or more properties in order to provide permanent access to other projects. D. Short Plat Access: That portion of Fire Department access into short plats regulated by Title 18 of the Everett Municipal Code. Temporary access roads in use during building construction shall be constructed for all weather driving conditions. At no time during the construction of the project should the roadway surface consist primarily of dirt, mud, sand, or other material that, in the opinion of the Fire Chief, may impair fire fighting or rescue operations. The required 20 foot width must be maintained so that the driving surface is recognizable day or night. The required width of any fire apparatus access road shall not be obstructed in any manner, including parking of vehicles. Minimum required widths and clearances established under this section shall be maintained at all times. The required cul-de-sac turnaround for fire apparatus shall be per Standard Drawing No. 304. 3-5 PARKING LOTS 3-5.1 GENERAL Off street parking lots shall be constructed in conformance with the requirements for number of stalls and landscaping as noted in the Zoning Code. Additionally, if all of the following are met, a maximum of 15% of the required number of stalls may be sized for compact cars, as shown on Standard Plan Nos. 334A and 334B. Aisle widths may be required to be widened if multiple utility lines are located within the aisle corridor. A. The parking lot contains 20 or more parking spaces. B. The parking area is defined as long term parking, i.e., more than 3-4 hours and does not involve packages. For example, a shopping center could not meet this criterion, but an apartment complex could. C. The compact stalls are located together and are not intermixed with the standard parking stalls. 3-5.2 CONSTRUCTION All parking lot construction shall be inspected by the Public Works Department for conformance to plans for size, layout, drainage control and structural section. The minimum acceptable structural section for parking lots shall be 2 inches compacted depth HMA Class ½” PG 64-22 asphalt pavement placed over 4 inches of Crushed Surfacing Base Course, unless otherwise approved by the City Engineer. Prior to placing any surfacing material on the roadway, it will be the responsibility of the developer/contractor to provide density test reports certified by a professional engineer registered in the State of Washington. Crushed Surfacing Base Course shall be compacted to 95% maximum density. Density testing for asphalt pavement including the necessity and frequency of core samples will be determined by the engineer on a case by case basis. 3-5.3 HANDICAP REQUIREMENTS Handicap parking stalls shall meet the requirements of Washington State Regulations for Barrier Free Facilities (WAC 51-30) and the Americans with Disabilities Act (ADA) as applicable. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 17 Safe, convenient handicap access is required from the street to all buildings on site. This is in addition to safe, convenient handicap access between buildings. See Section 3-5.5. 3-5.4 ILLUMINATION Parking lot illumination shall be provided for all parking lots containing more than ten (10) parking spaces, and shall be designed and constructed so as to: A. Provide security lighting to all parking spaces. B. Provide using full-cutoff luminaires to minimize off site lighting impacts. C. Minimize illumination of salmonid bearing streams to minimize potential predation. 3-5.5 PEDESTRIAN CONCERNS Pedestrian walkways may be required within commercial parking lots as determined by city traffic engineer. Internal vehicle and pedestrian circulation for parking lots shall be approved by the planning director and traffic engineer. Parking lot circulation shall allow for access so pedestrians and wheelchairs can easily gain access from public sidewalks and bus stops to building entrances through the use of pedestrian paths which are physically separated from vehicle traffic and maneuvering areas. In shopping center parking lots containing more than 100 spaces, such pedestrian/wheelchair paths shall be a minimum of 5 feet wide and constructed in a manner that they cannot be used as a holding area for shopping carts. Access driveways for parking areas shall be located so as to cause the least possible conflict with vehicular and pedestrian traffic on public rights-of-way. The traffic engineer may require joint use of driveways by more than one property. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 18 3-6 THROAT LENGTH REQUIREMENTS The throat length is the unobstructed storage length requirement measured from the inside face of curb to the first driveway or parking stall. Distances may be reduced for multiple driveways as approved by the City Engineer. Minimum throat for each particular land use are as shown on the following table: MINIMUM THROAT Min Throat Length Land Use Size Collector (ft) Arterial (ft) Light Industrial < > 100,000 sq. ft 100,001-500,000 sq. ft 500,000 sq. ft. 25 50 50 50 100 200 Discount Store < > 30,000 sq. ft. 30,000 sq. ft. 25 25 50 75 Shopping Center < > 250,000 sq. ft. 250,001-500,000 sq. ft. 500,001-750,000 sq. ft. 750,000 sq.ft. 25 50 75 125 50 75 200 250 Supermarket < > 20,000 sq. ft. 20,000 sq. ft. 50 75 75 125 Apartments < > 50 units 50-100 units 100-200 units 200 units 25 25 50 75 25 50 75 125 Quality Restaurant < > 15,000 sq. ft. 15,000 sq. ft. 25 25 50 75 Drive-in Restaurant < > 2,0000 sq. ft 2,0000 sq. ft. 25 50 75 100 General Office < > 50,000 sq. ft. 50,001-100,000 sq. ft. 100,001-200,000 sq. ft. 200,001-500,000 sq. ft. 500,000 sq. ft. 25 25 50 100 125 50 75 100 150 250 Motel < > 150 rooms 150 rooms 25 25 75 100 3-7 TRAFFIC CONTROL SIGNING AND STRIPING All traffic control devices, signing, striping and other pavement delineation shall conform to the Manual on Uniform Traffic Control Devices (MUTCD). It shall be the developer’s responsibility to furnish all materials and labor as required to install all traffic control as required by the city traffic engineer. All shown on the street improvement plans prior to plan approval. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 19 3-8 TRAFFIC STUDIES 3-8.1 Responsibility for Traffic Studies All traffic studies are governed by the Traffic Mitigation Ordinance and all rules adopted pursuant thereto. The applicant is urged to contact the City Traffic Engineer prior to beginning a traffic study. Traffic studies are required by the city for all developments in the city that develop 50 or more “peak hour” trips in ether the A.M. or P.M. peak hour, or deemed necessary by the city’s traffic engineer. Developments that develop less than the 50 trip threshold have the option of paying a fee of $80.00 per daily or preparing a traffic study to outline the impacts and mitigations. The primary responsibility for assessing the traffic impacts associated with a proposed development will rest with the developer, with the city serving in a review capacity. The study is the responsibility of the applicant and must be prepared by a registered professional engineer with adequate experience in transportation traffic and/or transportation planning. 3-8.2 Traffic Study Format 3-8.2(1) Land Use: A brief description of the size of the land parcel, general terrain features and location within the city must be included in this section. In addition, the roadways that afford access to the site, and are included in the study area, must also be identified. 3-8.2(2) Existing and Proposed Uses: The existing and proposed uses of the site must be identified. The intent of the traffic study is to evaluate the traffic impacts due to the development. If the final use is not clear, the land use with the greatest overall traffic impact must be assumed for the study. 3-8.2(3) Project Trip Generation and Distribution The project trip generation is to be determined by the latest approved edition of the ITE Trip Generation Manual, unless otherwise required or approved by the city traffic engineer. The developments peak hour trips are to be distributed through the street network to a level of 10 peak hour trips. 3-8.2(4) Existing and Projected Volumes: Existing traffic volumes including turning movement counts will be provided by the city when available. Growth shall be calculated at 4% per year compounded annually. Separate graphics shall be provided for the existing volumes, for the site generated volumes, and for the cumulative SEPA project volumes. An additional graphic shall be provided compiling all of the information at the horizon year. Volumes including turning movements shall be shown throughout the study area for normal and peak hours. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 20 3-8.3 Traffic Study Should: Table A LEVELS OF SERVICE (LOS) Intersection Existing 1998 w/project 1998 w/o projects 1998 w/mitigations Table B VOLUME Roadway Section Intersection Project a.m. p.m. Existing a.m. p.m. 1998 a.m. p.m. Proj. Vol. as % of Diff. 1/(302) Proj. Vol. as % of Total 1/3 NOTE: The horizon year is normally 5 years from the date of project application. A horizon year of 1998 is used here for illustrative purposes only. A. Traffic Accidents: • Traffic accident information may be required for affected street corridors and intersections. The study period will normally be 3 years. Information is available from the city. • Estimates of increased or decreased accident potential must be evaluated for the development, particularly if the proposed development might impact existing traffic safety problems in the study area. Safety mitigation measures must be included where necessary. B. Recommendations: • In the event that analysis indicates unacceptable Levels of Service (LOS) in the study area, a description and cost estimate of the proposed improvements to return intersection to an acceptable LOS is required. The cost estimates should be all inclusive and include any additional right-or-way as required. • The Study shall also analyze the interface of entrances and exits with the city street system. The study shall also make recommendations regarding site circulation for both vehicles and pedestrians including handicap access. 3-9 UNDERGROUND UTILITIES 3-9.1 GENERAL The WSDOT/APWA Standard Specifications shall apply unless otherwise stated below. When trenching through existing pavement, the open cut shall be a neat line made by either saw cutting or jackhammering a continuous line. Saw cutting will be required unless the cut is made prior to reconstruction or an overlay. Temporary pavement patch shall be accomplished by using cold mix (MC 250), ATB or steel plates. Permanent pavement patch shall be as specified on Standard Drawing No. 316. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 21 Where trench excavation equals or exceeds a depth of 4 feet, the developer/contractor shall provide, construct, maintain and remove, as required, safety systems that meet the requirements of the Washington Industrial Safety and Health Act, RCW 49.17, including WAC 296-155. The trench safety systems shall be designed by a qualified person, and meet accepted engineering requirements (see WAC 296-155-660). The developer/contractor shall furnish, install, and operate all necessary equipment to keep excavations above the foundation level free from water during construction, and shall dewater and 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 all emergencies, including power outage, and shall have available at all times competent workmen for the operation of the pumping equipment. Water pumped from the trench shall be disposed of using best management practices and shall not be pumped into streams nor to storm drains near streams. Compaction tests will be required to ensure adequate compaction on all lifts. All compaction tests shall be considered by a licensed testing laboratory at the expense of the developer/contractor. See Section 3-4.4 of these Specifications. Reference to the City Engineer below means the city’s representative on site. Water setting of backfill in trenches is not permitted. 3-9.2 TRENCH EXCAVATION The length of trench excavation in advance of pipe laying shall be kept to a minimum and in no case shall exceed 150 feet unless specifically authorized by the City Engineer. The maximum permissible trench width between the foundation level to the top of the pipe shall be 40 inches for pipe 15 inches or smaller inside diameter; or 1-1/2 I.D. plus 18 inches for pipe 18 inches or larger. If the maximum trench width is exceeded without written authorization of the City Engineer, the developer/contractor will be required to provide pipe of higher strength classification or to provide a higher class of bedding, as required by the City Engineer. 3-9.3 TRENCH BACKFILL Suitable native material excavated during trenching shall be used for trench backfill unless notified by the City Engineer that the native material is unsuitable. The City Engineer or his representative will examine excavated native material at the time of excavation to determine its suitability for use as backfill. Native material will be considered suitable for trench backfill if it is: A. Capable of attaining the degree of compaction specified in Section 3-9.4 Compaction. B. Within reasonable tolerance of optimum moisture content. C. Reasonably free of organic material, clay, frozen lumps, rocks or other deleterious matter. Unsuitable backfill material shall be removed from the site and hauled to an approved disposal site. The City Engineer shall be provided with the location of all disposal sites to be used and also copies of the permits and approvals for such disposal sites. Imported material shall meet the requirements of Gravel Borrow as specified in Section 3-20.2 of these Standards or Crushed Surfacing Top Course as specified in Section 9-03.3(3) of the WSDOT/APWA Standard Specifications and Section 3-20.5 of these Standards. 3-9.4 COMPACTION Trench backfill shall be spread in layers and compacted by mechanical tampers of the impact type approved by the City Engineer. The backfill material shall be placed in successive layers with the ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 22 first layer not to exceed 2 feet above the pipe, and the following layers not exceeding 12 inches in loose thickness with each layer being compacted to the density specified below: A. Improved areas such as street and sidewalks shall be compacted to 90% of maximum dry density to within 3 feet of subgrade. The last 3 feet shall be compacted to 95% of maximum dry density. B. Unimproved area or landscape areas shall be compacted to 90% of maximum dry density. 3-9.5 TRENCHING LONGITUDINAL TO ROADWAY Sewer, water and storm lines that are within the roadway section and longitudinal to the roadway shall be backfilled with native material or Gravel Borrow as approved by the City Engineer to the pavement patch level or subgrade, whichever applies. All other utility cuts such as gas, telephone, power, and cable TV shall be backfilled with controlled density fill. 3-9.6 TRENCHING TRANSVERSE TO ROADWAY Utility trenching that crosses transversely to the roadway alignment will generally not be permitted unless it can be shown that alternatives such as jacking, auguring or tunneling are not feasible or unless the utility can be installed just prior to reconstruction or an overlay of the road. Should an open cut be approved, the trench shall be backfilled with controlled density fill. When high ground water levels are encountered, relief drains shall be installed at 15 feet intervals to prevent damming. The relief drains shall be 3 inch PVC and placed at a minimum 3 feet from finished grade or as otherwise approved by the City Engineer. 3-9.7 JACKING, AUGERING, OR TUNNELING Tunneling may be ordered by the City Engineer under pavements, buildings, railroad tracks, etc. The developer/contractor shall install the pipe by jacking, auguring or tunneling, or installing the pipe in a casing pipe by a combination of these methods. When use of a casing pipe is required, the developer/contractor shall be responsible to select the gauge and size required, unless otherwise indicated on the drawings, and consistent with his jacking or auguring operation, and shall be set to line and grade. During jacking or auguring operations, particular care shall be exercised to prevent caving ahead of the pipe which will cause voids outside the pipe. When the carrier pipe is installed within a casing pipe, the carrier pipe shall be skidded into position in an acceptable manner and to the line and grade as designated. The annular space between the casing and the pipe shall be filled with controlled density fill or as otherwise approved. The faces of the jacking pit shall be constructed by driving steel sheets, or installing timber lagging as the excavation proceeds. The sheets, or lagging, shall extend a minimum of 5 feet below the bottom of the pit except at the entrance of the utility. Prior to jacking or auguring activities, shop drawings describing these activities, including dimensioning of pit length and size of underground borings and complete description of shoring, shall be submitted to the City Engineer for approval. 3-10 SURVEYING AND MONUMENTATION 3-10.1 DESCRIPTION This work shall consist of all the surveying and monumentation required to construct the project as described in the plans and these Specifications. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 23 It shall be the responsibility of the developer/contractor to furnish materials and install monuments and castings in accordance with the drawings and where directed by the engineer. All survey work shall be performed by or under the direct supervision, of a Professional Land Surveyor (PLS) licensed in the State of Washington. Monument and monument case and cover shall be supplied and installed per Standard Plan No. 313. Surveying, as required to construct a given project per the approved plans, shall be furnished by the developer at no expense to the city. It is required that survey stakes be set for new curb and gutter construction, for both horizontal and vertical control. Additionally, any water, storm drain, or sanitary sewer mains which are to be constructed in easements are to have survey offset stakes set prior to starting that work, and any deviation from that staked line must be left uncovered and resurveyed to realign easement as required and for corrected as-built information. 3-10.2 MATERIALS Materials for monumentation shall be Class 3000 concrete or commercial concrete per Section 6-12 of the WSDOT/APWA Standard Specifications and the monument case and covers shall be gray iron castings conforming to the requirements of AASHTO M 105, Class 30B. The cover and seat shall be machined so as to have perfect contact around the entire circumference and full width of bearing surface. 3-10.3 CONSTRUCTION REQUIREMENTS Monuments shall be located at all centerline intersections of intersecting streets. Curved streets shall be monumented at centerline PI’s (point of intersection), if it falls within the street pavement, otherwise the PC (point of curvature) and PT (point of tangency) of the curve shall be monumented. It shall be the developer’s/contractor’s responsibility to provide the surveying required to establish or perpetuate land corner monumentation as may be required on the project. All land corner surveying shall conform to the requirements of RCW 58.09. If the developer’s or contractor’s surveyor replaces or restores an existing or obliterated “General Land Office” (GLO) corner(s), it shall be their responsibility to file “Land Corner Records” for these monuments with the Snohomish County Auditor’s Office. When all land corners have been established, replaced or restored and monumented as described herein, the surveyor shall certify this information with a letter to the City Engineer. This certification letter shall include the location of the monumented corner(s) and that all land corner(s) have been monumented as described herein. The city reserves the right to check survey points and/or the correct locations and elevations of new construction. These spot-checks will not change the requirements for normal checking and testing as described elsewhere, and do not relieve the contractor of the responsibility of producing a finished product that is in accordance with the contract. If unacceptable errors are found due to errors or omissions by the contractor’s survey activities, then the contractor shall correct these error including removing and replacing improvements and pay all expenses incurred by the city including the re-survey. 3-11 STREET ILLUMINATION Street lights shall be provided in plats and for commercial developments. Street light poles shall be aluminum with a concrete base. Special ornamental poles may be installed with approval of the City Traffic Engineer. The luminaires may be supplied and maintained by Snohomish County PUD. Special luminaires, which are not supplied by the PUD, must be approved by the City Traffic Engineer. All street light wiring, conduit and service connections shall be located underground. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 24 Street light locations must be approved by the City Traffic Engineer. The installation of special luminaires, not provided by the PUD, shall be the responsibility of the developer. The luminaires shall be full cut –off type and street light locations shall attempt to minimize illumination of salmonid streams to reduce the risk of predation. 3-12 GUARDRAILS Unenclosed floor and roof openings, open and glazed sides of stairways, landings and ramps, balconies or porches, which are more than 30 inches above grade or floor below, and roofs used for other than service of the building shall be protected by a guardrail. See Sections 1712 and 3306 of the latest edition of the Uniform Building Code for specific requirements. For Safety Rail see Section 3-16 of these Standards and Standard Drawing Nos. 325, 325A and 326. Roadway guardrail installations shall conform to WSDOT/APWA Standard Plan C-1, Beam Guardrail Type 1. End anchors shall conform to WSDOT/APWA Standard Plan C-6, Beam Guardrail Anchor Type 1. 3-13 MAILBOXES New residential developments shall have mailboxes installed similar to Standard Plan Nos. 320 and 321A, or gang box supplied by the U.S. Postal Service similar to Standard Plan No. 321. A. When mailboxes are located adjacent to the sidewalk, the sidewalk shall be widened to provide a clear width of not less than 5 feet from back of curb to any portion of the mailbox structure, per Standard Plan No. 321. B. In the case of new road construction or reconstruction requiring mailboxes to be moved back or rearranged, the builder shall coordinate with the U.S. Postal Service through the Everett Postmaster in the main Post Office in Everett, for acceptable box locations and to ensure uninterrupted mail service. Approved locations for mailboxes shall be shown on street construction plans. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 25 3-14 PAVEMENT PATCHING 3-14.1 DESCRIPTION This work shall consist of the patching of various types of pavement cuts, the performances of which shall be in accordance with these Specifications, the WSDOT/APWA Standard Specifications and Standard Plan No. 315. 3-14.2 MATERIALS All materials shall conform to the requirements specified for material in other sections of the WSDOT/APWA Standard Specifications as follows: Asphalt concrete pavement patch shall be HMA Class ½” PG 64-22 meeting the requirements of Section 5-04. Asphalt for temporary patch shall be MC 250 meeting the requirements of Section 9-02. A. Cement concrete pavement patch shall be Class 4000 HES meeting the requirements of Section 6-02. B. Crushed Surfacing Top Course shall meet the requirements of Section 9-03.0(3). 3-14.3 CEMENT CONCRETE PAVEMENT RESURFACED WITH ASPHALT CONCRETE Streets which have cement concrete pavements surfaced with asphalt concrete shall be patched as shown on Standard Drawing No. 316. The cement concrete portion of the patch shall be Class 4000, HES. The thickness shall be 1 inch thicker than the existing concrete base or 6 inches, whichever is greater. The top surface of the concrete patch shall match the top surface of the existing concrete base; in no case shall the top of the concrete be higher than the top of the existing concrete base. Brush finishing will not be required. Joints shall be placed to match existing or as directed by the engineer. Asphalt concrete plant mix shall not be placed until 3 days after the cement concrete base has been placed or otherwise permitted by the engineer. The asphalt concrete plant mix shall not be placed until the concrete base has received a tack coat of CRS-2 at a rate of 0.12 to 0.20 gallons per square yard. The edges of the existing asphalt and castings shall also be painted with the tack coat. The asphalt concrete pavement shall then be placed, leveled, and compacted to conform to the surface of the existing asphalt pavement. Immediately, thereafter, all joints between the new and original asphalt pavement shall be painted with CSS-1 asphalt emulsion and covered with dry sand before the asphalt solidifies. Asphalt shall be compacted to 92% of maximum density as determined by WSDOT Test Method 705. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 26 3-14.4 ASPHALT CONCRETE ON GRANULAR BASE After the Crushed Surfacing Top Course subgrade has been leveled and compacted, asphalt concrete pavement shall be placed to a thickness of 1 inch greater than the existing asphalt pavement depth or to a minimum of 3 inches, whichever is greater. Asphalt shall t compacted to 92% of maximum density as determined by WSDOT Test Method 705. 3-14.5 UNTREATED ROADWAY SURFACES Existing crushed rock, gravel, and oil mat streets shall be restored with Crushed Surfacing Top Course to a compacted depth of 4 inches within the neat lines of the trench. Crushed surfacing shall be mixed, placed, spread and shaped in accordance with the requirements of Section 4-04 of WSDOT/APWA Standard Specifications. Compaction shall be as specified by one of the methods shown in Section 3- 14.7(1) of these Specifications. 3-14.6 TEMPORARY PAVEMENT PATCHING he contractor shall furnish, place and maintain temporary pavement patching, at locations as directed by the engineer, until such time as a permanent patch of permanent paving can be made. Temporary pavement patch shall consist of a 2 inch thick course of cold mix asphalt (MC 250) over a 4 inch course of Crushed Surfacing Top Course. The crushed surfacing shall be compacted to 96% maximum density as determined by one of the methods described in Section 3-14.7(1) of these Specifications. Asphalt shall be compacted to 90% of maximum density as determined by WSDOT Test Method 705. Temporary asphalt patching shall be required where roadway or walk is needed for vehicular or pedestrian traffic, during the construction period, until permanent pavement and sidewalks can be constructed. In the event that the temporary surface subsides after the initial placement, additional MC 250 and Crushed Surfacing shall be applied to maintain the surface. 3-14.7 CONSTRUCTION REQUIREMENTS 3-14.7(1) GENERAL Pavement patching shall be scheduled to accommodate the demands of traffic and shall be performed as rapidly as possible to provide maximum safety and convenience to public traffic. The placing and compaction of the trench backfill and the preparation and compaction of the subgrade shall be in accordance with the various applicable sections of the WSDOT/APWA Standard Specifications except as modified by these Specifications. Before the pavement patch is to be constructed the pavement shall be saw cut so that the marginal edges of the patch will form a rectangular shape with straight edges and vertical faces. Signs, barricades, lights and other warning devices shall be installed per the requirements of the “Manual on Uniform Traffic Control Devices” and they shall be maintained 24 hours a day until the patching work is completed and ready for traffic. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 27 Compaction of the subgrade shall be completed prior to the required patching. Subgrade compaction shall be to 95% as determined by one of the following methods: ASTM D1556 (sand cone method) ASTM D2167 (rubber balloon method) ASTM D2922 (nuclear method) 3-14.7(2) CEMENT CONCRETE PAVEMENT After the Crushed Surfacing Top Course subgrade for the pavement has been constructed and compacted to line and grade, the cement concrete pavement patch shall be placed and struck off to a thickness of 1 inch greater than the existing pavement or 8 inch minimum, whoever is greater. All work shall be in accordance with Section 5-05 of the WSDOT/APWA Standard Specifications, except as modified by these Specifications and Standard Drawing No. 316. Through joints and dummy joints shall be placed to match existing or as directed by the engineer. The surface of the concrete patch shall be finished and brushed with a fiber brush. Approved curing compound shall be placed on the finished concrete immediately after finishing. 3-15 ROCKERIES AND ROCKWALLS 3-15.1 DESCRIPTION This work shall consist of constructing rockeries with rock facing height of 8’ or less used for erosion control or the containment of cuts and embankments. Work shall be performed in accordance with these Specifications and Standard Plan No. 324. Rockeries over 8’ in height must be designed by a civil engineer licensed in the State of Washington. All rock shall be sound, angular ledge rock that is resistant to weathering. The longest dimension of any individual rock should not exceed three times its shortest dimension. Acceptability of rock will be determined by laboratory tests as hereinafter specified, geologic examination and historical usage records. All rock delivered to and incorporated in the project shall meet the following minimum specifications: A Absorption ASTM C127 AASHTO T085 Not more than 2.0% for igneous and metamorphic rock types and 3.0% for sedimentary rock types. B Accelerated Expansion (15 days) CRD-C-148*1, *2 Not more than 15% breakdown. C. Soundness (MgS04 at 5 cycles) ASTM C88 or CRD-C-137 Not greater than 5% loss. D Unconfined Compressive Strength ASTM D 2938 Intact strength of 6,000 psi, or greater. E. Bulk Specific Gravity (155pcf) ASTM C127 or AASHTO T-85 Greater than 2.48. The test sample will be prepared and tested in accordance with Corps of Engineers Testing Procedure CRD-C 148, “Method of Testing Stone for Expansive Breakdown on Soaking in Ethylene Glycol.” ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 28 Accelerated expansion tests should also include analyses of the fractures and veins found in the rock. The density of the rock shall be equal to, or greater than, one hundred fifty-five (155) pcf. Typically, rocks used for rock wall construction shall be sized approximately as shown on Standard Plan 324. Rockery caps will be required on all rockeries higher than four feet in the public right-of-way and optional on private property. The cement concrete cap shall be a minimum of two inches thick. Concrete for Rockery Cap shall be Class 3000 or Commercial. Lamp black coloring agent to match the color of the rockery shall be added to the cement concrete during mixing in an amount not to exceed 1 ½ pounds per cubic yard of concrete. Where a pedestrian or ornamental handrail is required, the rockery cap shall be deepened to a minimum of twelve (12) inches for a section six inches either side of each pipe sleeve. Dummy joints shall be constructed at twelve (12) foot intervals. The depth of the dummy joint shall be one-third the depth of the cap. 3-15.3 GENERAL Surfaces reasonably accessible to pedestrians above and adjacent to rockeries over 30” in height shall be protected by a guardrail conforming to Section 1712 of the Uniform Building Code and to Section 3-16 of these Specifications. A Public Works permit is required for all rock walls within the public right-of-way and for all those exceeding 4 feet in height on private property. 3-15.4 CONSTRUCTION REQUIREMENTS The first step in rock wall construction, after general excavation, is to construct a keyway of at least twelve (12) inches in depth, extending for the full length of the rock wall. The keyway shall be inclined back towards the face being protected. Once the competency of the keyway subgrade to support the rock wall is verified, a shallow ditch or trench, approximately twelve (12) inches wide and deep, shall be dug along the read edge of the keyway. A four-inch diameter perforated or slotted high-density polyethylene (HDPE), smooth interior pipe shall be placed in the trench. This drain pipe shall be installed with sufficient slope to initiate flow and the outfall connected to a positive and permanent discharge. The contractor shall have sufficient space available so that he can select from among a number of stockpiled rocks for each space in the rock wall to be filled. Rocks which have shapes which do not match the spaces offered by the previous course of rock should be placed elsewhere to obtain a better fit. Rocks shall be of a generally cubical, tubular or rectangular shape. Any rocks of basically rounded or tetrahedral form shall be rejected or used for filling large void spaces. The first course of rock shall be placed on firm unyielding soil. There shall be full contract between the rock and soil, which may require shaping of the ground surface or slamming or dropping the rocks into place so that soil foundation conforms to the rock face bearing on it. The bottom of the first course of rock shall be a minimum of twelve (12) inches below the lowest adjacent site grade. As the rock wall is constructed, the rocks shall be placed so that there are no continuous joint planes in either the vertical or lateral direction. Whenever possible, each rock shall bear on at least two rocks below it. Rocks should be placed so that there is some bearing between flat rock faces rather than on joints. Joints between courses (the top surface or rock) shall slope back towards the cutface and away from the rock wall. Because of the nature of the product used to construct a rock wall, it is virtually impossible to avoid creating void spaces between individual rocks. Where voids of greater than six inches in dimension exist in the face of a rock wall, they shall be visually examined to determine if contact between the rocks exists ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 29 within the thickness of the rock wall. If there is no rock contact within the rock wall thickness, the void shall be chinked with a smaller piece of rock. A rock drainage filter shall be installed between the rear face of the rock wall and the soil face being protected. This drain rock layer shall be at least twelve (12) inches thick. For rock walls eight feet in height or higher, it shall be at least eighteen (18) inches thick. The material for the drainage filter shall be Quarry Rock, as specified in Section 3-20.7 of these Specifications. 3-16 METAL HAND RAILINGS 3-16.1 DESCRIPTION This section applies to providing and building metal hand railings that meet the requirements of the Plans, these Specifications and the City Engineer. 3-16.2 MATERIALS Materials shall meet the requirements of the following: 3-16.2(1) Ornamental Handrail Ornamental handrail shall be constructed in accordance with Standard Plan No. 326 and these Specifications. Horizontal rails and vertical support posts shall be 1 ½ inches by 1 ½ inches by 1/8 inch tubular steel conforming to ASTM A120. Balusters shall be ½ inch by ½ inch and the horizontal bottom rail 1-1/2 inches by ½ inch by 1/8 inch channel steel (ASTM A120). Vertical support posts shall be a maximum 8 feet on center and balusters a maximum 4 inches per space. The center of the bottom rail shall be a maximum of 4 inches above finished grade. Finished height of the railing shall be 42 inches above the pedestrian walking surface. Provide slip joints at stairway expansion joints and at 24 feet on center maximum. 3-16.2(2) Pedestrian Handrail Galvanized Steel and Aluminum pedestrian handrail shall be constructed in accordance with Standard Plan Nos. 325 and 325A and these Specifications. Horizontal rails and vertical support posts shall be 1-1/2 inch diameter Schedule 40 Standard pipe and balusters shall be ¾ inch diameter Schedule 40 Standard Pipe. Vertical support posts shall be on 8 foot centers and balusters on 4 inches clear space. Finished height of the railing shall be 42 inches above the pedestrian walking surface. Provide slip joints at stairway expansion joints and at 24 feet on center maximum. 3-16.3 FABRICATION Before fabricating the railing, the contractor shall submit 6 copies of the shop plans for the engineer’s approval. The contractor may substitute other rail connection details for those shown in the plans if details of these changes show in the shop plans and if the engineer approves. In approving shop plans, the engineer indicates only that they are adequate and complete enough. Approval does not indicate a check on dimensions. Welding shall conform to the requirements of the “Structural Welding Code” AWS D1.1 for steel, and to the requirements of the “Specifications for Aluminum Structures” of the Aluminum Association, for aluminum alloys. All exposed welds shall be ground flush with adjacent surfaces. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 30 Railing panels shall be straight and true to dimensions. Adjacent railing panels shall align with each other with a variation not to exceed 1/16 inch. Joints shall be matchmarked. For structures on curves, either horizontal or vertical, the railing shall conform closely to the curvature of the structure by means of series of short chords. The of the chords shall be the distance center to center of rail posts. Steel railing units shall be galvanized after fabrication. Zinc used for galvanizing shall be grade Prime Western conforming to ASTM B6 with a minimum 2 ounces per square foot. Completed aluminum railing units shall be anodized after fabrication conforming to the requirements of the Aluminum Class 1 Anodic Coating, AA-C22-A41. Ornamental railing shall be painted with a rust proof metal primer and one coat of black ornamental iron metal paint. 3-16.4 INSTALLATION The railing shall be erected in accordance with the plans on anchor bolts, or in holes formed by inserts provided in the concrete railing base to receive the railing posts. Sheet metal inserts shall be removed before the erection of the railing. No railing shall be erected on the structure until the sidewalk to which it is to be attached is completed and all falsework supporting the system is released. The railing shall be carefully erected, true to line and grade. Posts and balusters shall be vertical with the direction from the vertical for the full height of the panel not exceeding 1/8 inch. Slip joints shall be as shown on Standard Drawing Nos. 325, 325A and 326. Railing installed without slip joints will be rejected and the contractor shall install new railing at his own expense. 3-17 CEMENT CONCRETE SIDEWALKS 3-17.1 DESCRIPTION This work shall consist of constructing cement concrete sidewalks, thickened edge for sidewalks, curb ramps, and bus shelter pads, including excavation for the depth of the sidewalk and subgrade preparation, in accordance with these Specifications, the WSDOT/APWA Standard Specifications and Standard Drawings Nos. 306, 306A, 310A thru 310C and 311. 3-17.2 MATERIALS Materials shall meet the requirements of the following section of the WSDOT/APWA Standard Specifications: Cement Concrete Class 3000 6-02 Portland Cement 9-01 Aggregates 9-03 Premolded Joint Filler 9-04 Concrete Curing Materials and Admixtures 9-23 Slump of concrete mix shall not exceed 3-1/2 inches. Lamp black coloring agent for matching the color of newly constructed cement concrete sidewalks to the color of adjacent existing cement concrete sidewalks shall be added to the concrete during mixing in an amount not to exceed 1-1/2 pounds per cubic yard of concrete. No lamp black shall be used in curb ramps. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 31 The use of Calcium Chloride as an admixture is prohibited. 3-17.3 CONSTRUCTION REQUIREMENTS 3-17.3(1) GENERAL It is expected there will be sufficient suitable native material excavated from various portions of the improvement to fill low areas in the sidewalk subgrade and planting strip area when needed. Where there is insufficient suitable native material on the project site, the contractor shall furnish, place and compact Gravel Borrow. All sidewalks shall be constructed over a minimum 2 inches of Crushed Surfacing Top Course meeting the requirements of Section 3-20.5 of these Specifications and Sections 9-03.9(3) of the WSDOT/APWA Standard Specifications compacted to 95% of maximum density. 3-17.3(2) FORMS AND FINE GRADING Wood forms shall be 2”x4” (nominal) in of not less than 10 feet. Steel forms may be used upon approval of the engineer. Forms shall be staked to a true line and grade. A subgrade template shall then be set upon the forms and the fine grading completed so that the subgrade will be a minimum of 3-5/8 inches below the top of the forms. Forms shall be provided around all street name sign posts and traffic sign posts that are placed in concrete areas. Forms used for this purpose shall be 1 foot square or 1 foot minimum diameter cutout, as approved by the engineer. 3-17.3(3) PLACING AND FINISHING CONCRETE The concrete shall be spread uniformly between the forms and thoroughly compacted with a steel shod strikeboard. Through joints and dummy joins shall be located and constructed in accordance with the Standard Plans. In construction of through joints, the premolded joint filler shall be adequately supported until the concrete is placed on both sides of the joint. Whenever castings are located in the sidewalk area, joints shall be installed at the casting location to control cracking of the sidewalk. If spacing of joints or scoring is such that installation of joint material would be unsuitable, the contractor shall install rebar to strengthen the sidewalk section. Dummy joints shall be formed by first cutting a groove in the concrete with a tee bar of a depth equal to, but not greater than the joint filler material, and then working the premolded joint filler into the groove. Premolded joint filler for both through and dummy joints whall be positioned in true alignment at right angles to the line of the sidewalk and be normal to and flush with the surface. Where the sidewalk will be contiguous with the curb, it shall be constructed with a thickened edge as shown on Standard Plan No. 306A. After the concrete has been thoroughly compacted and leveled, it shall be floated with wood floats and finished at the proper time with a metal float. The surface shall be brushed with a fiber hair brush of an approved type in a transverse direction except that at driveway and alley crossings it shall be brushed longitudinally. The placing and finishing of all sidewalk shall be performed under the control of the engineer, and the tools used shall meet with his approval. After brush finish, the edges of the sidewalk and all joints shall be edged again with an edging tool to give it a finished appearance. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 32 The surface finish and joint pattern may vary at the direction of the engineer in order to match existing sidewalk. 3-17.3(4) CURING AND PROTECTION The curing materials and procedures specified in Section 5-05.3(13) of the WSDOT/APWA Standard Specifications shall prevail, except that white pigment curing compounds shall not be used on sidewalks. The contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in event of rain or other unsuitable weather. The sidewalk shall be protected against damage or defacement of any kind until it has been accepted by the engineer. Sidewalk which is not acceptable to the engineer because of damage or defacement, shall be removed and replaced by the contractor. 3-17.3(5) CURING AND HOT WEATHER In periods of low humidity, drying winds, or high temperatures, a fog spray shall be applied to concrete as soon after placement as conditions warrant in order to prevent the formation of shrinkage cracks. The spray shall be continued until conditions permit the application of a liquid curing membrane or other during media. The engineer shall make the decision when the use of a fog spray is necessary. 3-17.3(6) COLD WEATHER WORK When the air temperature is expected to reach the freezing point during the day or night, the concrete shall be protected from freezing. The contractor shall provide a sufficient supply of straw, hay, grass, earth, blankets, or other suitable blanketing material and spread it over the pavement to a sufficient depth to prevent freezing of the concrete. The contractor shall be responsible for the quality and strength of the concrete thus cured. Any concrete injured by frost action or freezing shall be removed and replaced at the contractor’s expense in accordance with these Specifications. 3-17.3(7) THROUGH AND CONTRACTION JOINTS Standard locations for through joints for sidewalks are: A. At street margins produced and at 30 foot intervals. B. To separate concrete driveway, stairways, curb ramps and their landings from sidewalks. C. Around the vertical barrel of fire hydrants, around utility poles and large diameter underground utility cover castings when located in the sidewalk area. D. Longitudinally between concrete walks, curbs, paved planting strips and solid masonry or concrete walls where they abut. E. To match as nearly as possible, the through joints in the adjacent pavement and curb when sidewalk abuts to curb. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 33 Transverse contractions joints (dummy joints) shall be constructed with premolded material 3/8 inch wide by 2 inches depth, and set at 15 foot intervals, or as decided by the engineer. At no time will dummy joint spacing exceed 15 feet. Transverse and longitudinal through joints as shown on Standard Plan No. 307 shall be 3/8 inch thickness premolded non-extruding joint material, cut to a width equal to the full depth of the concrete where located, plus ½ inch. When installed, they shall be placed with top edge 1/8 inch below the finished surface of the concrete, in a perpendicular plane to the surface and with the bottom edge embedded in the subgrade. All joints shall be in straight alignment, except where placed in curved locations. Construction joints for sidewalks shall conform to the applicable requirements for through joints. The top edge shall be 1/8 inch below the finished surface of the sidewalk. At no time will joint spacing exceed 15 feet. 3-17.3(8) CURB RAMPS In accordance with State law, curb ramps shall be provided at all pedestrian crossing with curb sections. It is required that when a ramp is constructed giving handicap access to the roadway area, the corresponding ramp at the opposite side of the roadway will also be required. Exact locations at each curb return will be approved in the field during construction. Curb ramps shall be constructed in accordance with the Standard Plan Nos. 310A, 310B, 310C and 311. Curb ramps shall be constructed where shown on the plans or as described by the engineer. This work shall include curb ramps installed in new sidewalks and curb ramps to be installed in existing sidewalks. Existing sidewalks shall be neatly saw-cut full depth prior to construction of curb ramps. Curb ramps shall be constructed separately from the sidewalk to produce a definite break line between the ramp and the sidewalk. A 3/8 inch non-extruded through joint material shall be installed between the curb ramp and the sidewalk with edging. Ramp texturing is to be done with an expanded metal grate placed and removed from wet concrete to leave a diamond pattern as shown. The long axis of the diamond pattern shall be perpendicular to the curb. Grooves shall be 1/8 inch deep and ¼ inch wide. Curb ramps will not be poured integral with sidewalk and shall be isolated by expansion joint material on all sides, but not at end of ramp adjacent to the roadway. 3-18 CURB AND GUTTER 3-18.1 DESCRIPTION The standard curb and gutter section used in Everett shall be Type A-1 per Standard Plan No. 305A. No new curb and gutter is to be placed until forms have been checked and approved for line, grade and compaction by the public works inspector. 3-18.2 MATERIALS Materials shall meet the requirements of the following Sections of the WSDOT/APWA Standard Specifications: ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 34 Portland Cement 9-01 Concrete Aggregate 9-03 Reinforcing Steel 9-07 Premolded Joint Filler 9-04 Curing Compounds 9-23 The Portland Cement Concrete shall meet the requirements of Sections 5-05 of the WSDOT/APWA Standard Specifications. Concrete mix for curbs shall be Class 3000. Slump of the concrete shall not exceed 3 ½ inches. All new curb and gutter shall be placed over not less than 2 inches of Crushed Surfacing Base Course compacted to 95% maximum density. Forms may be of wood or metal at the option of the contractor, provided that the forms as set will result in a curb, or curb and gutter of the specified thickness, cross section, grade and alignment shown on the drawings and Standard Plan No. 305A. 3-18.3 PLACING CONCRETE The subgrade shall be properly compacted and brought to specified grade before placing concrete. The subgrade shall be thoroughly dampened immediately prior to the placement of concrete. Concrete shall be spaded and tamped thoroughly into the forms to provide a dense, compacted concrete free of rock pockets. The exposed surfaces shall be floated, finished and brushed longitudinally with a fiber hair brush approved by the engineer. The rate of concrete placement shall not exceed the rate at which the various placing and finishing operations can be performed in accordance with these Specifications. If concrete is to be placed by the extruded method, the contractor shall demonstrate to the satisfaction of the engineer that the machine is capable of placing a dense, uniformly compacted concrete to exact section, line and grade. 3-18.4 CURING Transparent curing compounds shall be applied to all exposed surfaces immediately after finishing. Transparent curing compounds shall contain a color dye of sufficient strength to render the film visible on the concrete for a minimum period of 4 hours after application. The contractor shall have readily available sufficient protective covering, such as waterproof paper or plastic membrane, to cover the pour of an entire day in event of rain or other unsuitable weather. Additional requirements for curing in hot weather shall be as specified in Section 3-17.3(5) of these Specifications. Additional requirements for curing in cold weather may be found in Section 3-17.3(6) of these Specifications. 3-19 CEMENT CONCRETE DRIVEWAYS 3-19.1 DESCRIPTION This work shall consist of cement concrete driveway and alley returns constructed at the locations shown on the drawings and where directed by the engineer, and shall be in accordance with these Specifications, the WSDOT/APWA Standard Specifications and Standard Plan Nos. 307, 308, and 309. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 35 Type 1 driveways should only be used where there is likely to be limited stormwater runoff in the gutter line or adequate drainage facilities exist to prevent street stormwater from flowing onto adjacent properties. 3-19.2 MATERIALS Materials shall meet the requirements of the following sections of WSDOT/APWA Standard Specifications: Portland Cement 9-01 Fine Aggregate 9-03 Coarse Aggregate 9-03 Joint Materials 9-04 Curing and Admixtures 9-23 The concrete mix shall be as specified for Class 3000 and the slump of the concrete shall not exceed 3 inches. A minimum of 2 inches of Crushes Surfacing Base Course shall be compacted to 95% maximum density prior to any placement of concrete. 3-19.3 CONSTRUCTION REQUIREMENTS 3-19.3(1) GENERAL No driveway approach shall project beyond the extension of the side property line to the curb, unless the owner of the adjacent property is a co-signer of the driveway permit. There must be at least 20 feet of full height curb between driveways serving any one property frontage. The City Engineer shall have the authority to restrict the number, size and location of access driveways. There must be at least 6 feet of full height curb between driveways on adjacent lots. Driveway locations, etc. are further clarified in the Everett Municipal Code and must conform accordingly. In critical on-street parking areas, additional off-street parking space(s) are required for the on-street spaces eliminated by any driveway(s). Driveway aprons shall be constructed per Standard Plan Nos. 307, 308, or 309 as applicable. The minimum thickness of the driveway apron shall be 6 inches, placed over a minimum of 2 inches of Crushed Surfacing Base Course compacted to 95% maximum density over a compacted subgrade. In all cases, subgrade and rock grade shall be approved by the public works inspector prior to concrete being placed. Driveway aprons over 15 feet wide shall have an expansion joint placed in the center of the apron. In locations where a new driveway is to be constructed and sidewalk and curb and gutter is already existing, it must be totally removed and replaced to driveway standards. It is not permissible to “knock-off” existing curb and install driveway apron, the total curb and gutter section must be removed, either by sawcutting or to the nearest expansion joint, and replaced to driveway standards. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 36 New driveways installed in areas where curb and gutter improvements are not existing, and not required to be installed, shall be paved from the existing edge of pavement to the property line regardless of whether the remainder of the driveway on the private property is paved. In areas not fully improved with curbs and sidewalks, the elevation of the driveway at the point where it crosses the property line shall not be more than 3 inches higher than the elevation of the centerline of the existing paved street if driveway is rising on the private property side and no lower than level with the elevation of the centerline of the existing street if the driveway is going down on the private property side. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 37 3-19.3(2) COMMERCIAL DRIVEWAYS When allowed, driveways located closer than 200 feet from the approach to an arterial intersection shall be signed and marked “Right Turn Only” unless otherwise approved by the city traffic engineer. A. Width: Street Driveway Posted Speed Max Width* MPH feet 25 30 26-45 36 Over 45 42 *Dimension on Standard Plan Nos., 307, 308, and 309. The minimum width of driveway shall be 20 feet. B. Grade: The maximum recommended grade is Vertical curves should be used for smooth transitions at significant grace differentials. 3-19.3(3) RESIDENTIAL DRIVEWAYS Width: The maximum width shall be 20 feet at dimension on Standard Plan Nos., 307, 308 and 309. A. Grade: The maximum recommended grade is 15%. (20% for modifications to existing driveways.) Grade changes that exceed 16% shall require vertical curves to connect tangents. 3-19.3(4) INTERSECTION TYPE CRITERIA Private intersection type driveway openings will be considered in lieu of conventional driveways in commercial areas where the criteria A through D below are met. Meeting the criteria is not a guarantee that an intersection type driveway will be allowed. A. Projected driveway usage is greater than 1,000 vehicles per day. B. The opening is at least 160 feet from any other intersection. C. The opening is at least 160 feet from any other driveway on the property frontage under control of the applicant. D. A minimum 100 feet storage area is provided between the curb line on the street and any turning or parking maneuvers within the development. 3-19.3(5) EXCAVATION AND SUBGRADE Where directed by the engineer, unsuitable material in the subgrade shall be removed to a specific depth and backfilled with select material such as Gravel Borrow conforming to Section 3-20.2 of these Specifications. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 38 Before any concrete is placed, the contractor shall bring the subgrade to the required line, grade and cross-section. The contractor shall maintain the subgrade in the required condition until the concrete is placed. Compaction shall be to 95% standard density. 3-19.3(6) FORMS AND FINE GRADING Forms for the straight sections of the driveway or alley return shall have a minimum thickness of 2 inches and be equal to the nominal depth of the concrete. Plywood or 1 inch lumber may be used on radii. All forms shall be securely staked and blocked to true line and grade. A template shall be set upon the forms and the subgrade shall be fine graded to conform to the required section. The subgrade shall then be compacted to the approval of the engineer. Prior to placement of the concrete, the subgrade shall be thoroughly dampened. 3-19.3(7) PLACING AND FINISHING The concrete shall be spread uniformly between the forms and thoroughly compacted with an approved type of strikeboard. Through joints and contraction joints shall be located and constructed in accordance with the Standard Plans. In the construction of through joints, the premolded joint filler shall be adequately supported until the concrete is placed on both sides of the joint. Contraction joints (dummy joints) shall be formed with a tee bar by first cutting a groove in the concrete to a depth equal to, but not greater than the joint filler material and then working the premolded joint filler into the groove. Premolded joint filler for both through and dummy joints shall be positioned in true alignment and at right angles to the center line of the driveway or alley return. After the concrete has been thoroughly compacted and leveled, it shall be floated with wood floats and finished at the proper time with a metal float. Joints shall be edged with ¼ inch radius edger and the driveway or alley return edges shall be tooled with ½ inch radius edger. The surface shall be brushed in a transverse direction in relation to the center line of the driveway or alley return with a fiber hair brush of approved type. 3-19.3(8) CURING AND PROTECTION The curing materials and procedures specified in Sections 5-05 and 9-23 of the WSDOT/APWA Standard Specifications and Section 3-17.7 of these Specifications shall be used. The driveway and the alley return shall be protected against damage or defacement of any kind until acceptance by the Owner. Any driveway or alley return not acceptable, in the opinion of the engineer because of damage or defacement, shall be removed and be replaced by the contractor. Before placing any concrete, the contractor shall have on the job site enough protective paper to cover the pour of an entire day, in event of rain or other unsuitable weather conditions ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 39 3-20 PROPORTIONING OF MATERIALS 3-20.1 CONTROLLED DENSITY FILL (CDF) CDF shall conform to the following specifications: A. Portland Cement: Type I-II ASSHTO M85. B. Mineral Filler Admixtures: pozzolans or fly ash (ASTM C-618, Class C. Aggregate: Washed Coarse Sand. CDF shall be used in the following proportions for 1 cubic yard. Batch weights may vary depending on specific weights of aggregates. Portland Cement 50 lbs/yd3 Fly Ash 250 lbs/yd3 Washed Coarse Sand (SSD) 3,200 lbs/yd3 Water 50 gals/yd3 (Max) Add sufficient water to provide a 6 inch to 8 inch slump delivered in place at the job site. 3-20.2 GRAVEL BORROW The gradation for Gravel Borrow in Section 9-03.14 of the WSDOT/APWA Standard Specifications is superseded by the following: U.S. Standard Percent Passing Sieve Size By Dry Weight 3 inch 100 2 inch 85 - 100 1-1/4 inch 75 - 100 No. 4 30 - 70 No. 40 0 - 25 No. 200 5 Max. Sand Equivalent 50 Min. 3-20.4 SPAWNING GRAVEL Spawning Gravel shall be clean, well-rounded, uniformly graded and shall conform to the following gradation: Sieve Size Percent Passing 4” Square 100 3” Square 85 - 95 1-1/2” Square 65 - 75 1/2” Square 0 - 50 1/4” Square 2 Max. All percentages are by weight. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 3 40 3-20.5 CRUSHED SURFACING Crushed Surfacing Top Course and Crushed Surfacing Base Course shall meet the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. 3-20.6 FOUNDATION MATERIAL CLASS A Foundation Material Class A shall meet the requirements of Section 9-03.17 of the WSDOT/APWA Standard Specifications. 3-20.7 QUARRY SPALLS Quarry Spalls shall meet the requirements of section 9-13.6 of the WSDOT/APWA Standard Specifications. 3-20.8 NON-SHRINK CEMENT SAND GROUT Non-shrink cement sand grout shall be proportioned as follows: 1 part high early strength cement. 2 parts clean fine-grained sand by weight and well-mixed with sufficient water to obtain a stiff consistency. Unpolished aluminum powder shall be added to the dry cement in the proportion of one heaping teaspoonful per sack of cement no more than 30 minutes before the grout mixture reaches its final in- place position. The required strength of the non-shrink concrete or grout shall be fc=4,000 psi and be verified by the cube strength test. The strength shall be confirmed by schmidt hammering of the pads. Prior to placing the grout, the contact surface shall be thoroughly cleaned, roughened and wetted with water. The grout shall be covered with burlap sacks after the initial concrete set and wetted at regular intervals until the required strength is obtained. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 41 SECTION 4 - STORM AND SURFACE WATER 4-1 GENERAL This section of the Standards provides criteria for the design of storm and surface water drainage systems, including storm pipes, culverts, and catch basins. Each of the sections in this chapter contains the design criteria and reference standard details for the various systems or facilities. Drainage control and stormwater treatment shall be provided for all property improvements within the City of Everett per these Standards, the City’s Stormwater Manual, the City’s Drainage Ordinance (#670-80 and subsequent revisions), the City’s Surface Water Ordinance (#1750-90 and subsequent revisions), the City’s Comprehensive Drainage Plan, and the City’s Zoning Code. Projects which will disturb one acre or more of land, or create 5,000 square feet or more of impervious surface, paved or otherwise, must refer to the City of Everett’s Stormwater Manual for drainage plan and runoff control requirements. 4-2 STORM DRAINAGE CONVEYANCE SYSTEM DESIGN CRITERIA 4-2.1 OVERVIEW For the purposes of this section, the conveyance system includes all portions of the surface water system that transport storm and surface water runoff, either natural or man-made, except those features protected as environmentally sensitive areas under the City’s zoning code. Environmentally sensitive areas may only be modified as allowed under the City of Everett Zoning Code. Stormwater must generally be treated and detained prior to discharge to an environmentally sensitive area, including those features created for mitigation. This section covers the following components of the conveyance system: Design Flow & Rout Requirements Pipe systems Culverts Outfalls Open Channels 4-2.2 DESIGN FLOW AND ROUTE REQUIREMENTS All existing and proposed conveyance systems shall be designed to convey runoff from the 25- year storm. The method used to determine the design flow will depend on the characteristics of the drainage area and the type of conveyance. Tight-lined conveyance systems receiving runoff from relatively small and/or highly impervious drainage areas shall be sized using flows determined using the rational method. Flows for culverts or channels receiving runoff from large and/or relatively pervious drainage areas shall be sized using flows determined using hydrograph methods. These methods of determining design flows are explained in detail in Section 1-6 of the City of Everett Stormwater Management Manual. A backwater analysis (see Section 1-6 of the Stormwater Management Manual) may be required for a proposed or existing pipe system if the ability of the pipe system to convey the peak rate of runoff from the 25-year design storm event may be affected by tailwater conditions (outlet control) anywhere in the pipe system. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 42 4-2.3 PIPE SYSTEMS Pipe systems are networks of storm drain pipes, catch basins, manholes, inlets, and outfalls designed and constructed to convey storm and surface water. The hydraulic analysis of flow in storm drain pipes is typically limited to “gravity flow”. The following subsections give design criteria for different components and aspects of pipe systems. 4-2.3(1) PIPE MATERIALS 1. Pipe material, joints, and protective treatment shall conform to the requirements set forth in Section 9-05 of the WSDOT/APWA Standard Specifications. The following pipe materials are allowed for use in pipe systems in the City of Everett; other pipe materials may be approved on a case-by-case basis: a) Plain concrete pipe (12 inches in diameter, used only for driveway culvert) b) Reinforced concrete pipe c) Ductile iron pipe d) Galvanized or aluminized corrugated iron or steel pipe, treatment 1 through 6 (not to be used in city maintained systems unless approved in advance by the City Engineer) e) PVC pipe (SDR35, ASTM D3034 with 3 feet of cover, minimum) f) Corrugated high density polyethylene pipe, with smooth interior 2. Coupling bands shall be of the same material as the pipe. 3. Materials for concrete, rubber gaskets, metal castings, reinforcing steel, and masonry units shall meet the requirements of the appropriate sections of the WSDOT/APWA Standard Specifications. 4-2.3(2) PIPE SIZES, SLOPES, AND VELOCITIES 1. No storm drain pipe between catch basins or manholes in the public right-of-way shall be less than 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. 2. The minimum velocity in any pipe or culvert carrying the design storm flow shall be 2 feet per second. 3. The maximum allowable velocity in concrete pipe shall be 30 feet per second. 4. Changes of pipe size are allowed only at junctions, and structures must be located at all junctions. 5. decrease in pipe sizes not a recommended practice and will only be allowed under special conditions. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 43 4-2.3(3) STRUCTURES 1. Manholes, catch basins, and inlets shall be constructed of pre-cast units in accordance with the following Standard Plans: D. Item Section E. F. Manholes 605A-C G. Catch Basins 402 through 404 H. Inlets 401 I. Steps and Ladder 606, 606A J. Frames and Grates 405 through 409 Catch basin (or manhole) diameter shall be determined by pipe size and orientation at the junction structure. A plan view of the junction structure, drawn to scale, will be required when more than four pipes enter the structure on the same plane, or if angles of approach and clearance between pipes is of concern. The plan view (and sections if necessary) must insure a minimum solid concrete wall distance between pope openings of 8 inches for 48 inch and 54 inch catch basins and 12 inches for 72 inch and 96 inch catch basins. 2. Catch basin evaluation of structural integrity for H-20 loading may be required for multiple junction catch basins and other structures. 3. Catch basins shall be provided within 50 feet of the entrance to a pipe system to provide for silt and debris removal. 4. HDPE pipe systems longer than 100 feet must be secured at the upstream end and the end must be placed in a 4 foot section of the next larger pipe size. The sliding sleeve connection accounts for the high thermal expansion/contraction coefficient of this pipe material. 5. The maximum slope of the ground surface for a radius of 5 feet around a catch basin grate shall be 3:1. 6. A Type II catch basin or a manhole shall be required when the depth to the flow-line exceeds 5.5 feet, regardless of the pipe size. 7. All Type II catch basins and all manholes shall be equipped with ladders per Standard Plan No. 606 or 606A. 8. A Type II catch basin shall be installed as the last collector in the public right-of-way prior to discharge to the combined sanitary sewer. 9. Concrete inlets shall not be used where the discharge goes directly into the main storm drain system. 4-2.3(4) PIPE ALIGNMENT/CONNECTIONS/COVER 1. Pipes must be laid true to line and grade with no curves, bends, or defections in any direction, except for HDPE and ductile iron with flanged restrained mechanical joint bends (not greater than 30 degrees) on steep slopes. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 44 2. A catch basin or manhole will be required at all changes in storm drain diameter and changes in grade or alignment. 3. Connections to a pipe system shall be made only at catch basins or manholes. No wyes or tees are allowed except on roof, footing, or yard drain systems on pipes 8 inches in diameter or less, with clean-outs upstream of each wye or tee. 4. 6 inches minimum vertical and 3 feet minimum horizontal clearance (between outside surfaces) shall be provided between storm drain pipes and other utility pipes and conduits. 5. Any closed storm drainage system collecting runoff from paved areas in the public right- of-way or private property shall provide for floatable material separation (see Standard Plan No. 410) prior to discharge to the main storm drainage system in the public right-of- way, unless otherwise approved by the City Engineer. 6. All PVC connections to catch basins or manholes shall be made by grouting in an approved manhole adapter into which the PVC pipe is inserted. 7. Activities such as trench excavation, tunneling or boring, pipe embedment, backfilling, compaction, safety and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in other Sections of these Standards. For all the above, except pavement patching, see Section 3-9 Underground Utilities and Standard Plan Nos. 610, 611, and 615. For pavement patching see Section 3-14 and Standard Plan No. 316. 4-2.3(5) FRAMES/LIDS/GRATES/COVERS 1. In general, frames and grates shall be furnished and installed per Standard Plan Nos. 405 through 409. 2. The cover or grating of a manhole or catch basin shall not be grouted to final grade until the final elevation of the pavement, gutter, ditch, or sidewalk in which it is to be placed has been established, and until permission thereafter is given by the City inspector to grout the cover or grating in place. 3. Lids, grates, and covers shall be seated properly to prevent rocking. 4. All catch basins and manholes in unpaved areas shall be equipped with locking frames and lids or grates per Standard Plan Nos. 405 or 607. 5. All Type II catch basins and all manholes with catches shall be supplied with locking lids or grates per standard plan No. 405. 6. Type II catch basins and manholes functioning exclusively as access structures shall be equipped with round 24 inch covers and framed per Standard Plan No. 607. 7. Round lids on all storm drain structures shall have “Drain” cast into the lid. 8. In conditions when the effectiveness of a normal grate installation would be limited, an open curb face frame and grate shall be furnished and installed per Standard Plan Nos. 408 and 409. These conditions include high likelihood of clogging from leaf fall, especially in sag vertical curves; when the inlet is a surface drainage end point, such as ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 45 a cul-de-sac; and when normal inlet grates may be passed over due to the road grade. The use of open curb face frame and grates must be approved by the City Engineer. 4-2.3(6) RESTRICTOR DEVICES 1. The minimum orifice size diameter allowed for use in the City of Everett is one inch. 2. Restrictor devices shall be constructed and installed in accordance with Standard Plan numbers 412A through 412C. 4-2.3(7) DEBRIS BARRIERS Debris barriers (trash racks) are required on all pipes entering or leaving a closed pipe system, including pipes entering or leaving a control/restrictor manhole or catch basin from a surface-type BMP (detention pond, infiltration basin, wetpond, biofiltration swale, etc.). 4-2.3(8) DRAINAGE EASEMENTS 1. Public drainage easements a minimum of 15 feet wide are required for maintenance and access of pipes located outside of the public right-of-way which convey runoff from public streets or other facilities. 2. Where possible, pipes shall be located within the center of the drainage easement, but in no case shall a pipe be closer than five feet to a property line. 3. Where possible, drainage easements shall be contained on one lot, and not bisected by a lot line. 4. Shared private pipes must be located within private drainage easements. 5. Easements for downspout roof drains, yard drains, and footing drains are not required unless these systems are shared by more than one property owner. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 46 4-2.4 CULVERT DESIGN CRITERIA 4-2.4(1) HEADWATER 1. For new culverts 18 inches in diameter or less, the maximum allowable 25-year design storm headwater elevation (measured from the inlet invert) shall not exceed two times the pipe diameter/arch culvert height used and shall be one foot or more below the road or parking lot subgrade. 2. For new culverts larger than 18 inches in diameter, the maximum 25-year design storm headwater elevation for the new culvert shall be one foot or more below the road or parking lot subgrade. 4-2.4(2) INLET 1. For culverts 18 inches in diameter and larger, the embankment around the culvert inlet shall be protected from erosion by rock lining or riprap as specified in Table 4- 2.1, except the length shall be a minimum of five feet (upstream of the culvert) and the height shall be at the design headwater elevation. 2. Trash racks/debris barriers are required on culverts that are over 60 feet in length and that are 12 inches to 36 inches in diameter. Exceptions are culverts on fish-bearing streams. 3. In order to maintain the stability of roadway embankments, concrete headwalls, wingwalls, or tapered inlets and outlets may be required if right-of-way and/or easement constraints prohibit the culvert from extending to the toe of the embankment slope. Normally, concrete inlet structures/headwalls installed in or near roadway embankments must be flush with and conform to the slope of the embankment. 4-2.4(3) OUTLETS The receiving channel at the outlet shall be protected from erosion by rock lining, as specified in Table 4-2.1, except the height shall be one foot above the maximum tailwater elevation or one foot above the crown of the pipe, whichever is higher. 4-2.4(4) FISH PASSAGE Guidance for designing culverts for fish passage must be obtained from the Washington State Department of Fish and Wildlife. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 47 4-2.5 OUTFALL DESIGN CRITERIA 4-2.5(1) GENERAL 1. All outfalls (at a minimum) shall be provided with rock protection per Table 4-2.1. For outfalls with a velocity at the design flow greater than 10 fps, a gabion dissipater or engineered energy dissipater shall be required. 2. Mechanisms which reduce velocity prior to discharge from an outfall are encouraged. 3. Engineered energy dissipaters, including stilling basins, drop pools, hydraulic jump basins, baffled aprons, and bucket aprons, are required for outfalls with velocity at design flow greater than 20 fps. 4. Inlet control will usually dictate outfall pipe system capacity. The inlet conditions should be carefully examined, as well as the consequences should the inlet to the pipe system become plugged or capacity exceeded. 4-2.5(2) OUTFALL SYSTEMS TRAVERSING STEEP SLOPES 1. Outfall systems constructed of pipe segments which are banded and/or gasketed are not acceptable for traversing steep slopes. Failure of the system will result from leaks which develop at the joints. 2. Continuously fused, welded or flange bolted mechanical joint pipe systems (such as high density polyethylene pipe (HDPEP) or ductile iron pipe with flange-bolted mechanical joints) with proper anchoring shall be used for outfall systems traversing steep slopes. 3. In general, outfall pipes systems shall be installed in trenches with standard bedding on slopes up to 20 percent. On slopes greater than 20 percent, outfall pipe systems shall be placed on the ground surface with proper pipe anchored. 4. HDPEP outfall systems must be designed to address the material limitations as specified by the manufacturer, in particular thermal expansion/contraction and pressure design. Sliding sleeve connections to address thermal expansion and contraction shall be used. These sleeve connections consist of a section of the appropriate length of the next larger size diameter of pipe into which the outfall pipe is fitted. These sleeve connections must be located as close to the discharge end of the outfall as is practical. 5. Flows of very high energy will require a specifically engineered energy dissipation structure, as described above. 4-2.6 OPEN CHANNEL DESIGN CRITERIA Open channels, either natural or artificial, may be used to convey stormwater on and from a site. In general, however, natural channels are protected as environmentally sensitive areas under the City’s zoning code and may not be used to convey untreated, undetained stormwater. Alteration of these channels, including bank stabilization projects, requires special permits. Artificial channels are those constructed from upland areas specifically to convey storm and surface water. In general, the criteria in this section do not apply to ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 48 biofiltration swales, which are primarily designed to treat stormwater runoff. Biofiltration swale design and construction criteria are found in Section 3-4 of the Stormwater Management Manual. When constructing artificial channels, vegetation-lined channels are preferred when properly designed and constructed. Rock-lining may be necessary along the length of channels or at specific locations (such as bends and outfalls) when a vegetative lining will not provide adequate protection from erosive velocities. 4-2.6(1) ARTIFICAL CHANNELS 1. Channel section geometry shall be trapezoidal. Side slopes shall not be steeper than 3H:1V for vegetation-lined channels and 2H:1V for rock-lined channels, unless the channel is engineered specifically for steeper slopes. 2. A minimum 0.5 ft freeboard above design flows must be provided. 3. Vegetation-lined channels shall have bottom slope gradients of five percent or less and a maximum average velocity at the design flow of five fps. 4. Rock-lined channels shall be used when design flow velocities exceed five fps. Rock lining shall be in accordance with Table 4-2.2. 5. A maintenance access easement 15 ft wide (minimum) is required along all publicly maintained constructed channels located on private property. However, required easement widths and building setback lines may vary with channel top width. A minimum 15 ft setback must be provided between any structures and the top of the bank of the channel. 4-2.6(2) ROCK-LINING In rock-lined channels, stone (riprap) is placed on the channel side and bottom to protect the underlying material from erosion. Proper riprap design requires the determination of the median size of stone, the thickness of the riprap layer, the gradation of stone sizes, and the selection of angular stone which will interlock when placed. Research by the U.S. Army Corps of Engineers has provided criteria for selecting the median stone size, W50 (Figure 4-2.1). If the riprap is to be used in a highly turbulent zone, such as a culvert outfall, of a stilling basin, at sharp changes in channel geometry, etc., the median stone (W50) should be increased from 200 percent to 600 percent depending on the severity of the locally high turbulence. The thickness of riprap layer should generally be twice the median stone diameter (D50) or at least that of the maximum stone. The riprap should have a reasonably well graded assortment of stone sizes within the following gradation: 1.253 (Dmax/D50)3 1.50, (D15/D50) = 0.50, (Dmin/D50) = 0.25 4-2.6(3) RIPRAP FILTERS Riprap should be underlain by a sand and gravel filter (or filter fabric) to keep the fine materials in the natural or artificial channel from being washed through the voids in the riprap. Likewise, the filter material must be selected so that it is not washed through the ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 49 voids in the riprap. Adequate filters can usually be provided by a reasonably well graded sand and gravel material with D15<5d85, where d refers to the sieve opening through which 85 percent of the material being protected will pass and D15 has the same interpretation for the filter material. A filter with a D50 of 0.5 mm will protect any finer material including clay. Where very large riprap is used it is sometimes necessary to use two filter layers between the material being protected and the riprap. For additional information and procedures for specifying filters for riprap and general guidance, refer to the Army Corps of Engineers Manual EM 1110-2-1601 (1970) “Hydraulic Design of Flood Control Channels”, paragraph 14, Riprap Protection. 4-2.7 REQUIRED NOTES FOR STORM DRAINAGE PLANS 1. No part of the drainage system shall be covered, concealed, or put into use until it has been inspected, tested, and accepted by the City of Everett. 2. All work and material shall conform to the City of Everett Standards and Standard Specifications of WSDOT/APWA. 3. Approximate locations of existing utilities have been obtained from available records and are shown from convenience. The contractor shall be responsible for verification of locations and to avoid damage to any additional utilities shown. If conflicts with existing utilities arise during construction, the contractor shall notify the Public Works Inspector and any changes required shall be approved by the City Engineer prior to commencement of related construction on the project. 4. All storm systems within the public right-of-way or in easements must be staked by survey for line and grade prior to starting construction. 5. All catch basin grates must be stenciled or stamped “Dump No Waste, Drains to Stream, Lake, River, Puget Sound, or Wetland.” Choose appropriate feature for the project. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 50 Figure 4-2. 1 Median Stone Size Selection for Riprap Design. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 51 Table 4-2.1 Outlet Protection Design Flow Discharge Velocity REQUIRED PROTECTION (Minimum Dimensions) (fps) Type Thickness Width Length Height 0 – 5 Riprap* 1 ft Diameter + 6 ft 8 ft or 4x diameter, whichever is greater Crown + 1 ft >5 – 10 Riprap** 1 ft Diameter + 6 ft or 3x diameter, whichever is greater 12 ft of 3X diameter, whichever is greater Crown + 1 ft >10 - 20 Gabion 1 ft As required As required Crown + 1 ft Note: The stone for riprap shall be hard, sound, and durable and free of rock fines, soil, or other extraneous material. It shall also be free of segregation, seams, cracks, and other defects which would tend to destroy its resistance to weather. * Riprap for these velocities shall be reasonably well-graded with rock gradation as follows: 100% passing an 8 inch square sieve (maximum stone size = 8 inches) 40 – 60% passing a 6 inch square sieve (median stone size = 6 inches) 0 – 10% passing a 2 inch square sieve (minimum stone size = 2 inches) Riprap for these velocities shall be reasonably well-graded with rock gradation as follows: 100% passing a 24 inch square sieve (maximum stone size = 24 inches) 40 – 60% passing a 16 inch square sieve (median stone size = 16 inches) 0 – 10% passing a 4 inch square sieve (minimum stone size = 4 inches) Note: The above riprap sizing assumes 3H:1V side slopes on the outlet channel. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 4 52 Table 4-2.2 Channel Protection Velocity at Design Flow Required Protection Thickness Min. Height Above Design Water Surface 0 – 5 fps Grass Lining/Bioengineering Not applicable 0.5 feet >5 – 8 fps Riprap*/Bioengineering 1 ft 1 ft >8 – 12 fps Riprap** 2 ft 2 ft >12 – 20 fps Slope Mattress varies 2 ft >20 fps Gabion, etc. varies varies Note: The stone for riprap shall be hard, sound, and durable and free of rock fines, soil, or other extraneous material. It shall also be free of segregation, seams, cracks, and other defects which would tend to destroy its resistance to weather. * Riprap for these velocities shall be reasonably well-graded with rock gradation as follows: 100% passing an 8 inch square sieve (maximum stone size = 8 inches) 40 – 60% passing a 6 inch square sieve (median stone size = 6 inches) 0 – 10% passing a 2 inch square sieve (minimum stone size = 2 inches) Riprap for these velocities shall be reasonably well-graded with rock gradation as follows: 100% passing a 24 inch square sieve (maximum stone size = 24 inches) 40 – 60% passing a 16 inch square sieve (median stone size = 16 inches) 0 – 10% passing a 4 inch square sieve (minimum stone size = 4 inches) ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 53 SECTION 5 - WATER DISTRIBUTION 5-1 GENERAL All construction of water mains and related appurtenances shall conform to these Standards, applicable American Water Works Association (AWWA) Specifications and applicable sections of Division 7 of the WSDOT/APWA Standard Specifications. The general requirements of AWWA and the WSDOT/APWA Standard Specifications shall apply unless they are inconsistent with any of the provisions of this particular section. Should inconsistencies occur, these Standards shall have precedence. All reference to standard specifications such as AWWA or WSDOT/APWA shall require the use of the latest edition. Any public water system or any plumbing in a residential or nonresidential facility providing water for human consumption which is connected to a public water system shall be lead free. With respect to solders and flux, “lead free” shall mean no more than 0.2% lead. With respect to pipes and pipe fittings, “lead free” shall mean no more than 8% lead. Water main extensions will be required when the property does not front on a water main or when the existing water main is not adequate to meet the minimum fire flow requirement. The new water main extension shall extended across the proposals full frontage and shall be extended through and to the limits of the property being developed for system circulation or future development as determined by the Public Works Department. The minimum size water main shall be determined by the Public Works Department and shall be at least 8” inches in diameter unless otherwise approved by the Public Works Director or his designee. Water main extensions or replacements and/or new fire hydrant installations may also be required per the requirements of the City Fire Marshal. Fire hydrant installations are not allowed on water mains that do not meet the minimum fire flow requirements of the area. In a single family / duplex neighborhood, the fire flow in the main must be a minimum of 1000 gpm before the installation of a fire hydrant is allowed. A fire hydrant is required within 350 feet of every structure for single family homes and duplexes as well as new subdivisions and short subdivision for single family homes and duplexes. For all other buildings from triplexes to commercial uses, a fire hydrant is required within 200 feet, but not closer than 50 feet to any structure (measured distance to be along route to be traveled by fire equipment). Water meters are required for all new services including domestic, irrigation and fire services. Unless finish grade information is provided to the water service construction crew prior to the installation, the property owner/applicant will be responsible for and may be charged for any necessary adjustments. After the installation of any water service by the Public Works Department, the property owner shall be held responsible for, and may be charged for, any and all damages to the service line, meter setter, meter and meter boxes/vault or any other appurtenances until completion of construction and/or the structure is approved for occupancy. All water mains on private property that are looped back to the public right-of-way or are open to the general public system shall be installed in easements, granted to the City, and shall be maintained by the City. (See Section 5-8.6 for main looping requirements.) ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 54 The minimum water main easement width shall be 15 feet centered on the water main and shall be exclusive for the water main and appurtenances. The legal description shall be prepared by a Surveyor licensed to practice in the State of Washington. The easement shall be reviewed and approved by the Public Works Director or his designee prior to acceptance. Due to the complexities of many water mains and their interface with other underground structures, all water main construction shall be staked to ensure placement within designated easements. Any deviation from this requirement must be approved by the Public Works Director or his designee. Upon completion of the installation of the water system, the original signed drawing of the water construction plan must be edited to reflect actual constructed conditions (Record Drawings) by the developer/contractor, certified as such by him and turned into the City. A Record Drawing print shall be submitted for checking by the City Inspector and Public Works Department prior to submitting the revised originals. The water Record Drawing shall be submitted within 14 days of the public water main becoming live. The installation of all water mains and appurtenances shall be in accordance with the construction plans as approved by the Public Works Director or his designee for the project. Any deviations or changes are to be approved by Public Works Director or his designee before the changes are incorporated into the work. All materials shall be new and undamaged. Unless otherwise approved by the Public Works Director or his designee, the same manufacturer of each item shall be used throughout the work. Contractors shall furnish a water tight plug of the appropriate size which shall be installed in the end of the water main anytime work is delayed or stopped. 5-2 CONSTRUCTION PLANS A. Water plans are to be separate from others and shall have water mains highlighted and indicate locations of other utilities. B. Plans must show easements where mains are on private property and all hydrants, meters, and other appurtenances must be within the easements. Easements must meet the requirements of Section 5-1. C. Easements must be executed at completion of construction and mains must be in the middle of easement as much as possible. Access to easements for maintenance must remain open. Structures, fences, and shrubs are not to be planted on easements. D. Show elevations of sewer mains, water mains and storm drains where they cross each other. E. Potable water mains shall maintain a minimum of 10 feet horizontal clearance and 18 inches vertical separation above non-potable utilities (including sewer, storm drainage and irrigation) whenever possible. If site conditions do not allow such minimum separations, pipelines may be located closer to each other provided additional precautions are identified and instituted to assure protection of the potable line. No other utilities, potable or non-potable, shall be within 5 feet horizontal and 12 inches vertical from the water main. F. All installed hydrants must be covered by a burlap bag or other suitable covering until accepted by the Public Works Director or his designee and placed in service. G. A Washington State approved backflow prevention device is required for all irrigation systems. H. All environmental sensitive areas shall be shown on the water system construction plans. I. Plans must show required thrust restraint per Section 5-13 of these Standards. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 55 J. All Water Construction Plans shall be prepared, stamped and signed by an Engineer registered in the State of Washington. 5-2.1 REQUIRED NOTES ON PLANS A. No connection to the existing mains will be allowed except by means of an approved backflow prevention device prior to satisfactory flushing, testing, disinfection, and receipt of satisfactory bacteriological test results. B. Connections to and taps on existing mains will be made by the Public Works Department at the developer's expense. The Public Works Department shall be given at least 5 business days notice for each connection. The Public Works Department shall thereafter determine the date and time at which the connection shall be made. C. All work and materials must conform to City of Everett Standards. D. A pre-construction meeting shall be held with the City prior to the start of construction. The City of Everett Public Works Construction Division must be notified at least 24 hours prior to commencement of construction. E. The developer or the developer’s authorized agent shall notify the Public Works Department of a person who can be contacted regarding problems during construction on a 24 hour basis. F. Maintain a minimum of 10 feet horizontal and 18 inches vertical separation between potable and non-potable conveyance systems. G. All City of Everett valves shall be operated by Public Works Department personnel only. All valves, new and existing, shall be accessible at all times. 5-3 BACKFLOW PREVENTION All water system connections to serve building or properties with domestic potable water, fire sprinkler systems, or irrigation systems shall comply with the minimum backflow prevention requirements as established by the Washington State Department of Health (DOH) in WAC 246-290- 490 and WAC 246-290-010 and the City of Everett Cross Connection Control Ordinance in Municipal Code 14.20. To prevent contaminated water from the new main from entering the existing distribution system, a Washington State approved double check valve assembly shall be used on the line supplying the water and shall meet the requirements in Section 5-17 of these standards. The double check valve assembly shall be located as approved by the Public Works Director or his designee. A double check valve assembly is sufficient backflow protection only for filling and flushing of the new main. During the hydrostatic pressure test, the temporary connection between the new main and the existing distribution system shall be removed. For fire and irrigation, the minimum level of backflow prevention required is a state approved double check valve assembly. Fire services shall have a double check detector check valve assembly. Air gaps and reduced pressure backflow assemblies must be Washington State approved and are required wherever a potential health hazard exists. The Public Works Department has the authority to perform regular inspections on all backflow prevention assemblies connected to the City’s water system and shall be provided access to the premises to inspect. The Public Works Director or his designee shall receive a passing certificate from a Washington State certified tester for all backflow prevention assemblies before releasing the certificate of occupancy on any building. A list of approved testers may be obtained from the Public Works Department. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 56 Plan approval does not constitute approval of a backflow prevention system. A separate backflow prevention system approval must be obtained from the Public Works Director or his designee prior to initiation of water service. 5-4 EXISTING UTILITIES When utility services occupy the same space as the new water main, the contractor shall do all necessary excavation to fully expose such services. The contractor shall protect said services and work around them during excavating and pipe laying operations. The contractor shall be responsible for all damages to the services due to his operation and shall immediately notify the Public Works Department and arrange for replacement of all damaged services. In the event of conflict, the contractor shall remove and restore existing catch basin connections, inlet connections, drains, side sewers, inlets, and other sewerage and drainage facilities. All restoration shall be constructed to City standards. Water main pipe shall be installed to provide the minimum required clearances from non-potable conveyance systems as required in Sections 5-1 and 5-2. It is anticipated that the contractor will encounter private water service utilities (water service lines running between the City water distribution piping and private residences) during work operations. Records of these utilities are not maintained by the City and will not be field located by the City. It shall be the contractor's responsibility to ascertain the location of and protect these private utilities from damage. Ends of abandoned water main shall be plugged by filling with Class 3000 or Commercial Concrete for a minimum longitudinal length of twelve (12) inches. 5-5 FIRE FLOW The fire flow requirements are determined by the Fire Department. The Public Works Department will evaluate whether the existing system will meet that requirement or if system improvements are required. Due to seasonal and other variables associated with field flow tests, these flow tests will not be used to measure the system's ability to meet the fire flow requirements. Design and construction of water distribution system improvements necessary to meet minimum fire flow requirements for a proposed development shall be the responsibility of the developer or owner of the proposed development. 5-6 PIPE AND FITTINGS FOR WATER MAINS 5-6.1 DESCRIPTION The work included in the following sections shall apply to the construction of water distribution mains and appurtenances for both temporary and permanent installation. All materials shall be new and undamaged. Unless otherwise approved by the Public Works Director or his designee, the same manufacturer of each item shall be used throughout the work. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 57 5-6.2 MATERIALS All water main distribution piping shall be ductile iron pipe, cement lined, special thickness Class 52, unless otherwise specified and shall conform to the requirements of ANSI/AWWA C- 151/A21.51, and be installed in accordance with the manufacturer's recommendations. Any deviation from this policy must be approved by the Public Works Director or his designee on the plans for the project. Cement lining thickness shall be in accordance with ANSI/AWWA C-104/A21.4. High Density Polyethylene Pipe (HDPE) shall not be permitted without the approval of the Public Works Director or his designee. In order to be considered for approval, the Developer shall provide a report prepared by an engineer licensed in Washington State clearly stating the need to use HDPE water main pipe. Factors to address in the report influencing use of HDPE could include, but not be limited to, soil liquefaction and high soil corrosiveness. Also include calculations, or modeling, showing fire flow demand still being met with use of HDPE pipe. The pressure rating for HDPE water main pipe shall be the greater of 1.25 times the static pressure at the lowest point of the proposed water main system or 160 psi. All HDPE used within the Water Distribution System shall be Ductile Iron Pipe size (DIPS), meet requirements of AWWA C906, may be designated either PE3408, PE3608 or PE4710 and shall have blue stripes co-extruded into the wall of the pipe. 5-6.3 JOINTS AND FITTINGS Rubber gasket pipe joints shall be push-on-joint or mechanical joint in accordance with ANSI/AWWA C-111/A21.11, unless otherwise specified. Flanged joints shall conform to ANSI/AWWA C-115/A21.15. Bolts on mechanical joints and fittings shall be tightened uniformly with a torque wrench in accordance with the manufactures recommendation for tightness and order of installation. The minimum range of torque for mechanical joints shall be as follows: Bolt size - inches Range of Torque - ft/lbs 5/8 40-60 3/4 60-90 1 70-100 1-1/4 90-120 Nuts spaced 180 degrees apart shall be tightened alternately in order to produce equal pressure on all parts of the gland. Set screws on retained glands shall be torqued to manufacturer's specifications. Bolts for fittings and joints shall be cast or ductile iron, zinc or chromium plated or stainless steel. Cast or ductile iron fittings shall be short body for pressure rating of 150 psi, unless otherwise noted. Metal thickness and manufacturing process shall conform to applicable portions of ANSI A21.20, A21.11, B16.2 and B16.4. All fittings shall be cement lined per ANSI/AWWA C104/A21.4. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 58 5-7 TRENCH EXCAVATION, BEDDING AND BACKFILL FOR WATER MAINS 5-7.1 DESCRIPTION This work shall consist of excavating, bedding, and backfilling for water mains and appurtenances, for both temporary and permanent installation under ordinary conditions. 5-7.2 GENERAL Clearing and grubbing where required shall be performed within the easement or public right-of- way as permitted by the City and/or governing agencies. Debris resulting from the clearing and grubbing shall be disposed of by the owner or contractor in accordance with the terms of all applicable permits. Material excavated from trenches and piled adjacent to the trench or in a roadway or public thoroughfare, shall be piled and maintained so that the toe of the slope of the material is at least 2 feet from the edge of the trench. It shall be piled in such a manner as will cause a minimum of inconvenience to public travel and so that there is a minimum risk of sediment erosion. Provisions shall be made for merging traffic where such is necessary. Free access shall be provided to fire hydrants, water valves, and meters, and clearance shall be left to enable free flow of storm water in gutters, other conduits, and natural watercourses. Free access shall be maintained to all other utility control valves, meters and vaults. 5-7.3 GRADE AND ALIGNMENT Prior to any pavement cutting or removal, or excavation for pipe laying, the contractor shall verify, in the presence of the City Inspector, the locations and establish the depth of the existing water mains at the points where connections are to be made. The contractor shall verify the dimensions, type, and condition of the existing water main. The profile shall be adjusted so neither a high spot nor a low spot is created adjacent to the connection to the existing water mains. The minimum cover for water mains less than 12 inches in diameter shall be 36 inches to the top of pipe. The minimum cover for water mains equal to or greater than 12 inches in diameter shall be 48 inches to the top of pipe. The maximum depth shall not be greater than 60 inches to the top of pipe. All depths both minimum and maximum shall be from finish grades and shall be adhered to unless approved by Public Works Director or his designee in writing. The water line and hydrants shall be installed by line and grade information as supplied by a survey. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 59 5-7.4 TRENCH EXCAVATION 5-7.4(1) GENERAL The contractor shall perform all excavation of every description and of whatever materials encountered. All excavations shall be made by open cut unless otherwise provided for. The bottom of trenches shall be accurately graded to provide uniform bearing and support for each length of pipe on undisturbed or compacted soil at every point along its entire length, except at the joints. Bell holes shall be excavated to the extent necessary to permit accurate work in making and inspecting the joints. The banks of the trenches shall be kept as nearly vertical as soil conditions will permit. Where determined necessary by the contractor to control trench width, to protect adjacent structures, or to provide safe working conditions, the trench shall be properly sheeted and braced. See Section 3-9 of these Standards for additional information on trenching including excavation, dewatering, trench width, backfill, and compaction. 5-7.4(2) TRENCH WIDTHS Unless otherwise approved by the Public Works Director or his designee, the trench sides shall be excavated vertically and the trench width shall be excavated only to such widths as are necessary for adequate working space as noted on Standard Drawing No. 610. The trench shall be kept free from water until pipe joining is complete. 5-7.4(3) CRIBBING AND SHEETING-SHORING The contractor shall adequately shore trenches to protect the work, existing property, utilities, pavement, etc., and to provide safe working conditions in the trench. The method of shoring shall be according to the contractor's design. The contractor may elect to use a combination of shoring and overbreak, tunneling, boring, sliding trench shields or other methods of accomplishing the work, provided the method meets all applicable local, state and federal safety codes. Damages resulting from improper cribbing or from failure to crib shall be the sole responsibility of the contractor. At any time the City chooses to inspect or have access to the work, the work site must be in full compliance with trench safety standards as outlined in Section 3-9.1 of these Standards. 5-7.4(4) UNSUITABLE MATERIAL Whenever in excavating the trench for water mains and the bottom of the trench exposes peat, soft clay, quicksand, or other unsuitable material, such material shall be removed from the trench and replaced by Foundation Material Class A as specified in Section 3-20.6 of these Specifications. All unsuitable material shall be loaded directly into trucks and hauled to a waste site obtained by the contractor. Stockpiling of unsuitable material at the project site is not permitted. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 60 5-7.4(5) BEDDING THE PIPE Bedding material, when specified or required by the Public Works Department, shall be Sand in accordance with 3-20.3 of these standards or Crushed Surfacing Base Course meeting the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. Bed the pipe within the Pipe Zone shown in Standard Drawing No. 610 and defined in Standard Drawing No. 611. Native material may be used for bedding for ductile iron pipe within the Pipe Zone if judged suitable by the Public Works Department. 5-7.4(6) BACKFILLING TRENCHES See Section 3-9.3 of these Standards for unsuitable backfill except as noted herein. For water main installations, unsuitable backfill material shall be removed from the site, disposed of, and replaced by Gravel Borrow as specified in Section 3-20.2 of these Specifications and as directed by the Public Works Department. In backfilling the trench, the contractor shall take all necessary precautions to protect the pipe from any damage or shifting. The contractor shall backfill from the side of the trench to a maximum uniform depth of 1 foot above the crown of the ductile iron pipe before starting mechanical compaction. During all phases of the backfilling operations and testing as outlined herein, the contractor shall protect the pipe installation, protect adjacent utilities and structures, provide for the maintenance of traffic as may be necessary, and provide for the safety of property and persons. 5-7.4(7) COMPACTION OF BACKFILL Trench backfill shall be spread in layers and be compacted by mechanical tampers of the impact type approved by the Public Works Director or his designee. Water settling will not be permitted. After the Pipe Zone backfill is placed the remaining backfill material shall be placed in successive layers not exceeding 1 foot in loose thickness, and each layer shall be compacted to the density specified in Standard Drawing No. 615. See Section 3-9.4 for additional requirements on compaction. 5-8 CONSTRUCTION REQUIREMENTS 5-8.1 DEWATERING OF TRENCH Where water is encountered in the trench, it shall be removed during pipe-laying operations and the trench so maintained until the ends of the pipe are sealed, provisions are made to prevent floating of the pipe, and the trench has been properly backfilled and compacted in accordance with Section 5-7.4 of these standards. Trench water or other deleterious materials shall not be allowed to enter the pipe at any time. Trench water shall be discharged in accordance with Section 3-9.1 of these standards. 5-8.2 HANDLING OF PIPE All types of pipe shall be transported, handled, stored, installed and backfilled in a manner that will prevent damage to the pipe, pipe lining or coating. Pipe and fittings shall be loaded and unloaded using hoists and slings in a manner to avoid shock or damage, and under no circumstances shall they be dropped, skidded, or rolled against other pipe. Damaged pipe will be ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 61 rejected, and the contractor shall immediately place all damaged pipe apart from the undamaged and shall remove the damaged pipe from the site within 24 hours. Methods of handling shall be corrected by the contractor if the Public Works Department determines that these methods are damaging to the pipe. All pipe to be purchased and installed as a part of the City of Everett water system shall be delivered to the job site or city yard with water tight pipe plugs. Furthermore, to comply with City of Everett Design and Construction Standards and AWWA Standards, these pipe plugs shall remain in place until the pipe is installed in the trench at which time one end plug would be removed for joining pipe ends. The City shall reject any pipe not meeting AWWA Standards for water tight pipe plugs. Under special circumstances, the Public Works Department may reconsider the pipe after it has been swabbed out with chlorine solution and capped with water tight plugs meeting AWWA Standards. Dirt or other foreign material shall be prevented from entering the pipe or pipe joint during handling or laying operations, and any pipe or fitting that has been installed with dirt or foreign material in it shall be removed, cleaned, and relayed. A clean whisk broom shall be used for this purpose and for brushing to remove foreign matter prior to joining of pipe ends. At times when pipe laying is not in progress, the open ends of the pipe shall be closed by a watertight plug or by other means approved by the Public Works Director or his designee to ensure cleanliness inside the pipe. Pipe shall be stacked in such a manner as to prevent damage to the pipe, to prevent dirt and debris from entering the pipe, and to prevent any movement of the pipe. The bottom tiers of the stack shall be kept off the ground on timbers, rails or other similar supports. Pipe on succeeding tiers shall be alternated by bell and plain end. Timbers 4 inches by 4 inches in size shall be placed between tiers and chocks shall be placed at each end to prevent movement. For safety each size of pipe shall be stacked separately. 5-8.3 CUTTING PIPE Whenever it becomes necessary to cut a length of pipe, the cut shall be made by abrasive saw or by a special pipe cutter. All pipe ends shall be square with the longitudinal axis of the pipe and the outside shall be beveled and otherwise smoothed so that good connections can be made without damage to the gasket. Threads shall be cleanly cut. Oxyacetylene torch cutting of ductile iron pipe is not permitted. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 62 5-8.4 LAYING PIPE ON CURVES Long radius curves, either horizontal or vertical, may be laid with standard pipe by deflecting the joints. If the pipe alignment is shown curved in the drawings and no special fittings are shown, the contractor can assume that the curves can be made by deflecting the joints with standard of pipe. If shorter are required, the drawings will indicate maximum that can be used. The amount of deflection at each pipe joint when pipe is laid on a horizontal or vertical curve shall not exceed the manufacturer's printed recommended deflections. Where field conditions require deflection or curves not anticipated in the drawings, the Public Works Department will determine the methods to be used. When rubber gasketed pipe is laid on a curve, the pipe shall be jointed in a straight alignment and then deflected to the curved alignment. Trenches shall be made wider on curves for this purpose. Maximum deflections at pipe joints and laying radius for various pipe shall conform to the manufacturers and/or AWWA standard, whichever is more conservative, for the given type of pipe. 5-8.5 CONNECTIONS TO EXISTING MAINS All new taps and/or connections to existing water mains shall be done by the Public Works Department unless specifically approved in writing by the Public Works Director or his designee. All costs incurred shall be borne by the developer or contractor requesting the service. It shall be the contractor's responsibility to arrange for the taps with the Public Works Department. A deposit is required for the work to be done must be paid prior to any work being scheduled or done by City forces. The amount of the estimate for the cost of the work will be determined by the Public Works Department. The City Development Technician will initiate a request to the Public Works Department for a cost estimate to tap the existing water main and to extend the water line to a designated point at the edge of the right-of-way furthest from the tapping location. In the case of an existing water line easement, the designated point will be up to one pipe length beyond the tapping connection. After receiving the required deposit for the estimated work, the Public Works Department will schedule, order materials, and perform the described work as outlined in the estimate. No water system valves on existing mains shall be operated by the contractor. The Public Works Department will operate all valves to accomplish shutdowns and subsequent reactivations. Draining of existing water mains will be done by the Public Works Department. The developer/contractor will connect a double check valve assembly to the end of the water line at the designated point as shown on the approved plans. The double check valve assembly will be required during flushing and purity tests. The temporary connection between the new main and the existing distribution system shall be removed during the hydrostatic pressure test. After receiving satisfactory purity tests, the developer/contractor will notify the public works inspector to schedule the removal of the double check assembly and the final connection by the Public Works Department. Preparing the work site for work performed by the Public Works Department is the responsibility of the developer / contractor. The work site must meet all safety requirements outlined in these standards, including but not limited to shoring per Section 3-9.1 of these standards, traffic control, adequate overhead clearance, and other requirements as determined by the Public Works ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 63 Department. City forces will not perform work until the site is in full compliance. If the site is not fully ready at the scheduled connection time, all costs for City forces to prepare, shore, or standby will be borne by the developer / contractor. If added safety measures are necessary as determined by the City, these costs shall be borne by the developer / contractor. 5-8.6 LOOPED MAINS Unless otherwise approved by the Public Works Director or his designee, dead ending of a water main will not be permitted. All new mains must be looped to existing water mains. In the event it is necessary for the developer to obtain an easement for the City through private property to accomplish looping of the dead end, the easement shall meet the minimum requirements set forth in Sections 5-1 and 5-2 of these Standards. 5-8.7 LAYING HDPE MAINS Lay HDPE in trench on an approved bedding so one co-extruded blue strip is at the twelve o’clock position. 5-9 SERVICE LINES 5-9.1 GENERAL Service lines from the water main to the meter for all services 2 inches and smaller shall be copper in all non-residential applications and polyethylene tubing in residential applications. A number 10 copper trace wire is required for polyethylene pipe. All service lines 3 inches and larger shall be cement lined ductile iron pipe (Special Class 52) from the main to the meter. All service connection piping within the public right-of-way shall be a minimum of 30 inches below the finish grade surface. For further details on services and hook-ups, see the series 500 Standard Drawings. On services installed in conjunction with new water mains, it is required that the services be installed from the main to the permanent meter location and be subjected to purity and hydrostatic testing with the new water main as detailed in Sections 5-14 and 5-15. 5-9.2 MATERIALS Copper tubing shall conform to the requirements of ASTM B88 (ANSI H33.1), Type K, annealed tubing. The tubing shall be coupled using flare-type compression fittings conforming to the requirements of AWWA C800, minimum 150 psi working pressure. Polyethylene tubing shall only be permitted in residential applications and shall conform to the requirements of AWWA C901. The pipe shall bear the seal of the National Sanitation Foundation for potable water pipe. Pipe joints shall be made in accordance with the manufacturer's recommendations. Solvent welded pipe joints are not permitted. Pipe shall be per Standard Plan 502A, 502B or 502C of these standards. Ductile iron pipe shall conform to the requirements shown in Section 5-6.2 of these Standards. 5-9.3 CONNECTIONS Service connections on 4 inch ductile iron mains or larger shall be installed per Standard Drawings 502A, 502B and 502C. No service connections may be installed on fire service mains or on fire hydrant laterals between the hydrant valve and the fire hydrant. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 64 5-10 VALVES FOR WATER MAINS 5-10.1 GENERAL All valves shall be inspected upon delivery in the field to ensure they are in proper working order before installation and they shall be free of all rust and dirt. They shall be set and jointed to the pipe in the manner as set forth in the AWWA Standards and the manufacturer’s recommendations for the type of connecting ends furnished. The valves shall also be carefully inspected for injury to the outer protective coatings. A Valve Operating Nut Extension shall be installed when the ground surface is more than 36 inches above the valve operating nut. The Valve Operating Nut Extension shall be installed per Standard Drawing 504. When required, it shall be furnished and installed by the contractor. At a minimum, valves shall be installed at all intersections, on each end of easements, and in line at maximum spacing of 600 feet. 5-10.2 AIR AND VACUUM RELEASE VALVES Air and vacuum release valves must have prior approval from the Public Works Director or his designee before installation. 5-10.3 BUTTERFLY VALVES Butterfly valves shall conform to AWWA C504, Class 150, with cast iron short body and ring stem seal. Butterfly valves shall be used for all mains over 12 inches in diameter, except as noted in Section 5-10.5. Butterfly valves in chambers shall have a manual crank operation. Buried butterfly valves shall have a valve operating nut extension per Section 5-10.1 and as shown on Standard No. 504. 5-10.4 CHECK VALVES Check valves for permanent installations other than cross connection control shall be rated for the source pressure, unless otherwise specified, and shall have adjustable tension lever and spring to provide non-slamming action under all conditions unless otherwise specified. For backflow prevention see Section 5-3. 5-10.5 GATE VALVES Buried gate valves shall be ductile iron body, resilient wedge design, non-rising stem suitable for installation with the type and class of pipe being installed. Operating Stems are to be equipped with standard 2 inch operation nut and ring stem seals. Valves must be of the type to have two ring stem seals in the stuffing box of the valve to facilitate seal replacement without valve dismantling. Gate valves shall only be used for mains 12 inches and smaller in diameter, all mains larger than 12 inches in diameter shall utilize butterfly valves, except as approved by the Public Works Division. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 65 Valves not buried shall be specified on the developer’s plans and must be approved by the City Utility Department. Two inch gate valves shall be heavy duty resilient wedge design and 2” operating nut. All gate valves shall be American Flow Control (old Waterous) Series 2500 or City approved equal. 5-10.6 VALVE BOXES Valve boxes and valve operating nuts extensions shall be as specified in Standard Plan No. 504 and Section 5-10.1 of these Standards. The valve and valve box shall be set plumb with the valve box centered on the operator nut. Valve boxes shall be set flush in pavement and gravel roads. Two feet of asphalt concrete pavement is required around the valve box in gravel roads. 5-10.7 VALVE MARKER POSTS Marker posts per Standard No. 510 shall be installed for all valves located in unimproved or unpaved areas not in City limits. Valve marker posts shall be set as directed by the City inspector in a safe and reasonable conspicuous location. The distance to the valve is to be neatly stenciled on the post with 2 inch numerals. Valve marker posts are not required for auxiliary hydrant valves. 5-11 HYDRANTS 5-11.1 GENERAL Fire hydrants shall be installed in accordance with Standard Plan No. 507, at locations as shown on the approved plans. Hydrants shall be the "Traffic Model" type with approved breakaway features. All hydrants shall be brass to brass subseat, minimum valve opening of 5-1/4 inches ring stem seal, 6 inch mechanical or flange shoe connection, 1-1/4 inch pentagonal operating nut. Approved models are listed on Standard Drawing No. 507. All hydrants shall have a minimum of two 2-1/2 inch ports with National Standard Threads and one 4-1/2 inch National Standard Thread pumper connection. All hydrants shall have a 5 inch Stortz metal face adapter x female hydrant thread with cap. The adapter shall be aluminum alloy (6061-T6 minimum) forged or extruded and shall have a hard coat anodized finish to mil-A-8625c. The Stortz adapter shall be specified to meet a 500 psi test and permanently attached in accordance with 5-11.2 and 5-11.3. 5-11.2 ADAPTER REQUIREMENTS A. Overall diameter not to exceed 7-3/4 inches. B. Overall length not to exceed 4-1/4 inches. C. To be supplied with two holes, 1/4-20 nc, drilled and tapped with set screws, 180 grees apart through female thread, to lock adapter to hydrant. D. To be supplied with any required sealant and/or gasket. E. Two sets of installation tools. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 66 5-11.3 CAP REQUIREMENTS A. One seal to be nitrile/vinyl rubber, suction style for zero leakage, color to be gray. B. One-eighth inch vinyl covered aircraft cable, 18 inches minimum length to be attached to cap and adapter. C. Force to connect or disconnect to be a minimum of 18 ft/lbs, maximum of 30 ft/lbs. D. Outside diameter (not to exceed) 7-3/4 inches, overall length (not to exceed) 2 inches. All hook-ups to fire hydrants for temporary water for whatever purpose shall be approved by the City Utility Department and will require a Hydrant Use Permit. Hydrants installed in unpaved areas shall have a 4 inch thick, 3 feet square concrete pad poured around them per Standard No. 509. 5-11.4 HYDRANT GUARD POSTS Hydrant guard posts, when required, shall be installed per Standard No. 510. 5-12 PRESSURE REDUCING STATIONS When pressure reducing stations are required or needed, all pipe, fittings, and equipment shall be supported and restrained against static and dynamic loading in accordance with the equipment manufacturers' recommendations and as approved by the Public Works Director or his designee. Drain lines from pumps or other equipment shall be piped to a below grade drainage system connected to the station sump or drain. All drains shall utilize either an air gap or approved backflow prevention assembly to eliminate potential contamination. 5-13 THRUST RESTRAINT All bends, tees and fittings shall be restrained. Mechanical joint restraint systems shall be used for thrust restraint unless otherwise noted in this section. Restraint length shall be calculated in accordance with AWWA and the latest edition of Thrust Restraint Design for Ductile Iron Pipe published by the Ductile Iron Pipe Research Association (DIPRA). Calculations shall be prepared by an engineer licensed in the State of Washington and shall use the following parameters: • Safety Factor: 1.5 • Trench Type: See Section 5-7.4 of these Standards. • Depth of Bury: See Section 5-7.3 of these Standards. • Test Pressure: See Section 5-14 of these Standards. Restraint length calculations must be submitted with the water plans. These calculations must identify each variable and equation used including pipe material, design pressure, safety factor, soil type, trench type, and depth of bury. Computer software programs for thrust restraint design that utilize the same engineering principles, criteria, and analytical approach as the DIPRA design requirements may be used (i.e. software by DIPRA, EBAA Iron Sales, etc). When computer software programs are used for calculations, a print out showing the name and publisher of the program, the calculations from where the restrained length is derived as well as the criteria used must be submitted for review with the water plans. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 67 Thrust restraint for horizontal bends may be calculated based on the above criteria. Alternatively, the values listed in Table 5A may be used. Table 5A Horizontal Thrust Restraint Length Fitting Pipe Diameter 6” 8” 12” Length to be Restrained in Each Direction 11-1/4º bend 5’ 5’ 10’ 22-1/2º bend 10’ 10’ 15’ 45º bend 15’ 20’ 25’ 90º bend 35’ 45’ 60’ Tees (where all legs can be restrained) 20’ 25’ 55’ Dead Ends and Tees (where only one branch is installed) 60’ 80’ 115’ Concrete thrust blocks and gravity blocks may only be used where thrust restraint cannot be achieved by mechanical means. All thrust blocking must be designed by an engineer licensed in the State of Washington and shall be calculated in accordance with AWWA and the latest edition of Thrust Restraint Design for Ductile Iron Pipe published by the Ductile Iron Pipe Research Association (DIPRA). Blocking shall be commercial concrete mix poured in place. Thrust blocking calculations must be submitted with the water plans for review and approval by the Public Works Director or his designee. 5-14 HYDROSTATIC PRESSURE TEST All water mains and appurtenances shall be hydrostatically tested as specified in Section 7- 09.3(23) of the WSDOT/APWA Standard Specifications. A copy of this test procedure is included in the back of this Section. Information on the operating pressure to be used when determining the test pressure can be obtained from the Public Works Department. The contractor shall provide all necessary equipment and shall perform all work connected with the tests. The contractor shall perform the test to assure that the equipment to be used for the test is adequate and in good operating condition and all air has been released prior to requesting the city inspector to witness the test. If the initial test is not successful for any reason, additional trips required for City staff to witness or perform subsequent tests shall be at the developer’s expense. 5-15 DISINFECTION OF WATER MAINS Water mains shall be hydrostatically tested as specified in section 5-14 before disinfection can take place. Before being placed in service, all newly installed pipe shall be flushed and disinfected with a chlorine solution and satisfactory coliform bacteria test report(s) obtained. Disinfection of water mains shall be performed in accordance with AWWA Standard C651-05 and these Standards. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 68 5-15.1 FLUSHING Sections of pipe to be disinfected shall first be flushed to remove any solids or contaminated material that may have become lodged in the pipe. If no hydrant is installed at the end of the main, then a tap sufficient to provide a flush velocity inside the main of at least 2.5 fps shall be provided. At a minimum, the flush shall discharge one entire pipe volume of water from the new main. Flushing shall continue as long as material or color is visible in the discharge. Guidelines for Required Flow and Openings to Flush Pipelines (Assumes 40 psi residual pressure in water main) Pipe Diameter (in) Flow Required to Produce 2.5 fps (approx.) Velocity in Main (gpm) Size of Tap (in) Number of 2-½ in Hydrant Outlets Maximum Length of Supply Hose (ft) 1 in 1 ½ in 2 in 4 100 1 1 500 6 200 1 1 100 8 400 2 1 2 100 10 600 3 2 2 100 12 900 2 2 Dia. Hose) 100 Guidelines for Water Main Volume Inside Diameter (in) Volume per 100 LF (gal) 4 65 6 147 8 261 10 408 12 587 20 1,632 Alternate hose diameters and can be used for flushing if calculations supporting their use are prepared by an engineer and approved by the Public Works Director or his designee. Taps and other appurtenances required by the contractor for temporary release of air, chlorination, or flushing purposes shall be provided by the contractor as a part of the construction of water mains. To protect aquatic life in receiving waters, the contractor shall be responsible for disposal of all chlorinated water flushed from mains and shall neutralize the chlorine contained in the wastewater before disposal into any natural drainage channel (or feature draining to a natural channel). The contractor shall be responsible for disposing of disinfecting solutions to the satisfaction of the Public Works Department and the Washington Department of Ecology. If approved by the Public Works Director or his designee, disposal may be made to any available sanitary sewer, provided the rate of disposal will not overload the sewer. When flushing following the repair of a main break, and the main segment containing the repaired section cannot be hydraulically isolated to the nearest hydrant, the Contractor shall install a 2-inch tap and gate valve at the repaired section to provide for proper flushing. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 69 5-15.2 Disinfectant Concentration and Retention Period (Contact Interval) Before being placed into service, all new mains and repaired portions of, or extensions to, existing mains shall be disinfected so that a free chlorine residual of not less than 10 mg/1 remains in the disinfectant solution after standing 24 hours in the pipe. The initial free- chlorine residual concentration of disinfectant solution shall be not less than 25 mg/l. Disinfectant chlorine solution contact time may be reduced from 24 to 12 hours if an initial disinfectant concentration of 50 mg/L is used. Disinfectant concentrations greater than 50 mg/L shall not be used. The ending concentration of an initial 50 mg/L solution following a 12 hour contact time shall also be not less than 10 mg/L. The amounts of chlorine (Cl2) required to provide 25mg/1 for 100-foot of various diameter of pipe are: AMOUNTS OF CHLORINE REQUIRED FOR 25 MG/L DOSAGE Household Commercial Pipe Volume of Water Bleach Bleach Size Per 100 ft length 6% 12-1/2% (inches) (gallons) (gallons) (gallons) 4 65.3 .03 .013 6 146.5 .06 .03 8 261.0 .11 .053 10 408.0 .17 .08 12 588.7 .25 .12 14 799.6 .33 .16 16 1044.4 .44 .21 20 1631.9 .68 .33 24 2349.9 .98 .47 30 3671.7 1.5 .75 36 5287.3 2.2 1.1 42 7196.6 3.0 1.44 48 9399.6 3.9 1.6 5-15.3 Form of Applied Chlorine Disinfection of water mains shall only be performed using the continuous feed method employing liquid hypochlorite solutions (liquid calcium hypochlorite or liquid sodium hypochlorite). Dry calcium hypochlorite shall not be used. Gaseous chlorine (also known as liquid chlorine) shall not be used. Except for Everett’s prohibition on the use of dry calcium hypochlorite or gaseous chlorine, disinfection shall follow the continuous feed methods specified in the most recent version of AWWA Standard C-651 and these Standards. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 70 5-15.4 Point of Application The preferred point of application of the disinfectant solution is at the beginning of the pipeline extension or any valved section of it. The water injector for delivering the chlorine disinfectant solution into the pipe shall be supplied from a tap on the pressure (upstream) side of the valve controlling the flow into the pipeline extension, but of the backflow preventer used to isolate the new main from the existing water distribution system. Alternate points of applications may be used when approved in writing by the Public Works Director or his designee. If the Public Works Department has allowed a direct tie-in to an existing main via an in-line backflow preventer, the point of application may be through a corporation stop inserted in the horizontal axis of the pipe with the approval of the Public Works Director or his designee. The tap must be located within ten feet of the point where the line is tied into the existing system. The internal surfaces of any backflow preventer and any adjacent appurtenances (valves or couplings) shall be swabbed with straight hypochlorite solution prior to installation. 5-15.5 Preventing Reverse Flow No connections shall be made between the existing distribution system and pipelines that are constructed by the developer that have not been flushed, disinfected, and tested, without a State Department of Health approved backflow preventer installed in the connecting line. All backflow preventers shall be installed upstream of all temporary fill hoses and disinfectant injection equipment. 5-15.6 Chlorinating Valves, Hydrants, and Appurtenances During the disinfectant contact interval for newly-laid pipe, all valves, hydrants, and other appurtenances shall be operated while the pipeline is filled with the disinfectant chlorine solution and while the main is under normal operating pressure (normal operating pressure is defined as the pressure that can be provided by the temporary backflow protected supply from the existing distribution system). 5-15.7 Chlorinating Connections to Existing Water Mains and Water Service Connections The chlorinating procedure to be followed shall be as specified in Section 4.6 (Final Connections to Existing Mains), 4.7 (Disinfectant Procedures When Cutting Into or Repairing Existing Mains), and 4.8 (Special Procedures for Caulked Tapping Tees) of the most recent version of AWWA Standard C651. The internal surfaces of all closure fittings shall be swabbed with a concentrated chlorine solution at least as strong as liquid household sodium hypochlorite bleach (5-6% Cl). 5-15.8 Final Flushing and Testing The contractor shall notify the Public Works Department at least 48 hours prior to requiring City staff to collect samples and measure the chlorine concentration of the disinfectant solution placed in the new main. Samples will be collected and measured at the start and at the end of the disinfectant contact period. Disinfectant concentration samples will be collected from both ends of a new main, at the end(s) of each cross or branch if any, and every 1200 feet along the main. The contractor shall notify the Public Works Department at least 48 hours prior to requiring collection of final purity (coliform bacteria and free chlorine residual) samples by City staff. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 71 At least one set of purity samples shall be collected from every 1,200 ft of the new water main, plus one set from the end of the line and at least one set from the end of each branch. Samples from the main and branch ends shall not be collected more than 10 ft from each end of the pipe. Before placing the lines into service, a satisfactory bacteriological analysis sample report for samples collected from representative points in the new system shall be received from the laboratory. Only laboratories certified by the Washington State Department of Health, Drinking Water Division will be employed to analyze bacteriological purity samples. The City Utilities Department will collect bacteriological and disinfectant residual samples and will also obtain analysis of the samples. Following chlorine disinfection, all disinfectant solution shall be flushed from the newly-laid pipe until the replacement water throughout its length shows, upon test, a level of free chlorine residual representative of the supply water from the distribution system. 5-15.9 Sample Collection Taps The contractor shall construct water sample collection taps at each required sampling location. The end of each water sample collection tap shall be located above ground level (not in holes, under plates, or other inaccessible locations). Taps shall be plumbed to provide downward water flow adequate to effective filling of sample containers. Public Works Department staff shall have the authority to refuse to conduct monitoring (sampling) for main purity from taps which they consider inadequate or not representative of water main quality. On mains requiring sample collection from locations between the ends, the contractor shall provide for sample collection by installing water services specified in the plans, or if none are specified, at appropriate locations, by installing water service corporation stops and services at the appropriate locations along the main. Service taps installed to provide mid-line sample collection locations that will not provide service to a customer shall be plumbed into dead-end meter setters and meter boxes at the street or sidewalk edge for use as future dedicated sampling locations. Meter setters provided for this purpose shall be of the type with stop valves located on both sides of the setter piping. A sample tap shall be located ahead (upstream) of the flushing hose connection for sanitary and disinfectant residual sampling. Due to sanitary and representative sampling issues, no hose or fire hydrant (other than the temporary fill hydrant) shall be used in the collection of free chlorine or bacteriological samples. 5-15.10 Repetition of Flushing and Testing Should the initial disinfection procedure result in an unsatisfactory bacteriological test (total coliform bacteria present), the entire flushing and disinfection procedure shall be repeated by the Contractor until satisfactory results are obtained. Failure to get a satisfactory test shall be considered as failure of the contractor to keep the pipe, sample taps, and temporary filling attachments clean during construction, or to properly flush and disinfect the main. 5-16 UNDERGROUND UTILITIES Activities such a trench excavation, tunneling or boring, pipe embedment, backfilling, compaction, safety and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in this Section and other Sections of these standards. For all the above, except pavement patching, see Section 3-9 Underground Utilities and Standard Plan Nos. 610, 611 and 615. For pavement patching see Section 3-14 and Standard Plan 316. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 5 72 5-17 WATER SERVICES FOR FIRE PROTECTION All fire protection systems must meet all building codes and fire codes. All fire systems must have a State approved double check valve assembly. These assemblies may be installed inside the building with Public Works Director or his designee approval and must meet Section 5-3 of these Standards. Fire services 4” and larger must be a Double Check Detector Valve Assembly per City Standard 515 or 523. The backflow prevention system must be installed of the fire meter and upstream of any device (post indicator valve, fire department connection, etc.). Backflow prevention systems must be installed within 70 ft. of the water main unless otherwise approved by the Public Works Director or his designee. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 73 SECTION 6 - SANITARY SEWERS 6-1 GENERAL Construction of all sanitary sewer mains, side sewers (laterals), and related facilities, including but not limited to sewer lift stations, telemetry facilities and appurtenances will be under the supervision of the City and shall be in compliance with all ordinances and current Standards of Everett. Sewer main extensions will be required when the property does not front on a sewer main or when the existing sewer main is not adequate for the increased use proposed. The minimum extension shall be to a point at least 5 feet inside the prolongation of the property line. All pipe installed shall be structurally sound for the design depth. All requests for inspections and for witnessing tests shall be scheduled with the public works inspector 24 hours in advance. Failure to give adequate advance notice may result in delays to the contractor for required inspections. 6-2 ALIGNMENT TOLERANCE The maximum tolerance from true line and grade shall be as follows: A. Maximum deviation from established line and grade shall not be greater than 1/32 inch per inch of pipe diameter and not to exceed ½ inch per pipe length. B. No adverse grace in any pipe length will be permitted. C. The difference in deviation from established line and grade between two successive joints shall not exceed 1/3 of the amounts specified above. 6-3 CONSTRUCTION PLANS The installation of all extensions to the sanitary sewer system shall be done per plans which have been approved by the City Engineer. Sanitary sewer plans are to be separate from other utility plans, but all other utilities are to be shown, the with sanitary sewer portions highlighted. Plans should be prepared on 24 inch by 36 inch plan/profile type sheets and shall show both plan and profile views. Other utilities are to be shown in profile view and in plan view. The minimum allowable scale shall be 1 inch = 40 feet; on small projects, it shall be expected that the scale will be enlarged to adequately utilize the full plan sheet. Provide notes on plans that refer to specific City Standards for such things as manholes, drop connections, side sewers, etc. Plans shall show invert elevations of the main at the outlet and all inlets of each manhole, slope of the main and surface elevations of the manhole lid. In the profile view, the finish ground elevation over the pipe shall be shown as well as crossings of other existing or proposed utilities. Stationing of side sewers from the downhill manhole is required. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 74 In all cases where a line is to be placed in an easement, the easement is to be shown with measurement information to accurately lay it out prior to constructing the pipe line. Upon completion of construction, the original of the plan shall be as-built by the developer and certified as as-built by him and turned into the Public Works Department with properly executed easement deeds as applicable for the project. 6-3.1 REQUIRED NOTES ON PLANS The following standard notes are required on all Sanitary Sewer Plans: A. All work and materials shall conform to the City of Everett Standards and WSDOT/APWA Standard Specifications. B. No part of the sanitary sewer system shall be covered, concealed or put into use until it has been tested, inspected, and approved by the city inspector. C. Approximate locations of existing utilities have been obtained from available records and are shown for convenience. The contractor shall be responsible for verification of locations and to avoid damage to any additional utilities not shown. If conflicts with existing utilities arise during construction, the contractor shall notify the public works inspector and any changes required shall be approved by the City Engineer prior to commencement of related construction on the project. D. All sewer main extensions within the public right-of-way or in easements must be staked by survey for line and grade prior to starting construction. 6-4 EASEMENTS All public sewer mains not in the public right-of-way shall be in easements granted to the City of Everett. All public sewer main easements shall be a minimum of 20 feet wide, with the sewer main ideally being the center of the easement. No permanent structures are allowed to be constructed in the easement area. Vehicle access, as approved by the City Engineer, will be provided to all manholes. All easements except for special circumstances shall be located to run within single lots rather than being split by a lot line. Landscaping within sanitary sewer easements shall be restricted to low growing shrubs, grasses, beauty bark, etc. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 75 6-5 LIFT (PUMP) STATIONS All side sewers must gravity into the city’s sanitary system. The city does not promote the construction of individual side sewer pumps or public service pump stations. The city will only consider this method if no area gravity system can be constructed. Private pressure lines are not permitted on public right-of-way. If no gravity system can be constructed and a nongravity system has been approved by the city, the private pressure lines must enter a manhole on private property and gravity into the public system with a standard side sewer connection. The minimum manhole size permitted for this application is 30 inch diameter installed with a locking lid frame and cover per Standard Plan No. 607. Plan for lift stations must be approved by the Utilities division of Public Works. The following items are to be considered for each application: A. Lift stations must be a wet well-dry well type. B. Lift stations must be set up with auxiliary power, including automatic transfer switch. C. Provisions for telemetry shall be required. 6-6 MANHOLES 6-6.1 DESCRIPTION This work shall consist of constructing manholes in accordance with these Specifications, the Standard Plans and Section 7-05 of the WSDOT/APWA Standard Specifications. Where conflicts occur, these Specifications shall have precedence over Section 7-05 of the WSDOT/APWA Standard Specifications. 6-6.2 MATERIALS Manholes shall be constructed of pre-cast units, in accordance with Standard Plan Nos., 605A, 605B and 605C. Any deviations from Standard Plans will be subject to a shop drawing submitted by the contractor and approved by the City Engineer. Joints between manhole elements shall be rubber gasket. All pre-cast concrete shall be Class 4000. Manhole channels shall be Class 3000 concrete. Concrete blocks or concrete (masonry) rings may be used for adjustment of the casting to final street grade. Standard precast cones shall provide reduction from 48 inches to 24 inches with height of not less than 18 inches and 54 to 24 inches with height of not less than 24 inches. Standard flat slab covers shall be a minimum of 8 inches thick and shall conform to the outer dimension of the standard sections upon which they are to be placed. 6-6.3 CONSTRUCTION REQUIREMENTS 6-6.3(1) BEDDING Unless otherwise directed by the City Engineer, manholes constructed with pre-cast base sections or cast-in- place sections shall be placed to grade upon a 6 inch minimum depth of Crushed Surfacing Base Course meeting the requirements of Section 9-03.9(3) of the WSDOT/APWA Standard Specifications. The Crushed Surfacing Base Course shall be compacted to 95% maximum density. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 76 6-6.3(2) JOINTS Joints between pre-cast manhole elements shall be rubber gasketed in a manner similar to pipe joints conforming to ASTM C443. Shop drawings of the joint design shall be submitted to the City Engineer for approval, prior to manufacturer. Completed joints shall show no visible leakage and shall conform to the dimensional requirements of ASTM 478. 6-6.3(3) MANHOLE CHANNEL All manholes shall be channeled unless otherwise approved by the City Engineer. Manhole channels shall be made to conform accurately to the sewer grade and shall be brought together smoothly with well rounded junctions. Channel sides shall be carried up vertically to the crown elevation of the various pipes, and the concrete shelf between channels shall be smoothly finished and warped evenly with slope to drain. 6-6.3(4) MANHOLE PIPE CONNECTIONS All pipes except PVC pipe entering or leaving the manhole shall be provided with flexible joints within ½ of a pipe diameter or 12 inches, whichever is greater, from the outside face of the manhole structure and shall be placed on firmly compacted bedding, particularly within the area of the manhole excavation which normally is deeper than that of the sewer trench. Special care shall be taken to see that the openings through which pipes enter the manhole are completely and firmly rammed full of non-shrink grout to ensure water tightness (see Section 3-20(8) for non-shrink grout). PVC pipe connected to manholes shall be provided with a manhole adaptor complete with gasket and approved by the City Engineer. No pipe joints in PVC shall be placed within 10 feet of the outside face of the manhole. 6-6.3(5) LADDER All manholes over 3 feet in height shall be provided with a ladder or steps as specified in Standard Plan No. 606. 6-6.3(6) CONNECTIONS TO EXISTING MANHOLES The contractor shall verify invert elevations prior to construction. The crown elevation of laterals shall be the same as the crown elevation of the incoming pipe unless specified. The existing base shall be reshaped to provide a channel equivalent to that specified for a new manhole. Inside drops shall be used to connect to existing deep manholes. Outside drops will be allowed only where specifically allowed by the City Engineer. The contractor shall excavate completely around the manhole to prevent unbalanced loading. The manhole shall be kept in operation at all times and the necessary precautions shall be taken to prevent debris or other material from entering the sewer, including a tight pipeline bypass through the existing channel if required. The contractor shall core drill, line drill or wall saw an opening to match the size of pipe to be inserted. Where line drilling is the method used, the drilled holes must be interconnected. Line drilling shall be accomplished by the use of a small core drill or a rotary hammer. Jackhammer shall not be used. All openings must provide a minimum of 1 inch and a maximum of 2 inches clearance around the circumference of the pipe. Upstream pipes, except PVC pipe, penetrating the walls of manholes shall be placed with the bell ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 77 facing out such that the bell is placed snug against the outside wall of the structure as the angle of penetration allows. Pipe, except PVC pipe, leaving or entering manholes shall be provided with a flexible joint within ½ of a pipe diameter, or 12 inches, whichever is greater. After pipes have been placed to their final position, they shall be grouted tight with non-shrink grout in a workmanlike manner. PVC pipe connecting to existing manhole shall be per Section 6-6.3(4). 6-6.3(7) SPACING Maximum spacing of manholes shall be 400 feet, unless approved by the Utilities. All manholes are to be accessible to maintenance vehicles. Manholes will be required at any change in pipe slope, alignment, or size. Manholes are not allowed in a fill section unless base is on a cut section. A manhole is required at the ends of all sewer mains. 6-7 SEWER MAIN 6-7.1 MATERIALS Materials for sanitary sewer pipe shall meet the requirements of the following: 1. Plain Concrete Sewer Pipe: Plain concrete sanitary sewer pipe shall meet the requirements of ASTM C14 Class 3, unless otherwise approved. 2. Reinforced Concrete Sewer Pipe: Reinforced concrete sanitary sewer pipe shall conform to ASTM Designation C76 and shall be of the class specified or on the plans. 3. PVS Sewer Pipe: Polyvinyl Chloride (PVC) sanitary sewer pipe shall conform to the requirements of ASTM D3034 SD4 35. 4. Ductile Iron Sewer Pipe: Ductile iron sanitary sewer pipe shall conform to ANSI A 21.51 or AWWA C151 and shall be cement mortar lined, push-on joint or mechanical joint. The ductile iron pipe shall be Class 52, unless otherwise approved. 6-7.2 GENERAL The maximum permissible trench width between the foundation level and to 12 inches above the pipe shall be 40 inches for pipe 15 inches or smaller inside diameter of 1 ½ times the inside diameter plus 18 inches for pipe 18 inches or larger (see Standard Plan No. 611). If the maximum trench width is exceeded without written authorization of the City Engineer, the contractor will be required to provide pipe of higher strength classification or to provide a higher class of bedding, as required by the City Engineer. During excavation and installation of pipelines and placement of trench backfill, excavations shall be kept free of water. The contractor shall control surface run-off so as to prevent entry or collection of water in excavations. The static water level shall be drawn down a minimum of one foot below the bottom of the excavation so as to maintain the undisturbed state of the foundation soils and along the placement of any fill or backfill to the required density. The dewatering system shall be installed and operated so that the ground water level outside the excavation is not reduced to the extent that would damage or endanger adjacent structures or property. 6-7.3 UNDERGROUND UTILITIES ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 78 Activities such as trench excavation, tunneling or boring, pipe embankment, backfilling, compaction, safety and pavement patching, whether for public or private utilities, shall conform to the requirements set forth in other sections of these Standards. For all the above except pavement patching, see Section 3-9 Underground Utilities and Standard Plan Nos. 610, 611, and 615. 6-7.4 PIPE BEDDING Bedding for all pipe shall be Crushed Surfacing Base Course (CSBC) meeting the requirements of Section 9- 03.9(3) of the Standard Specifications for Road, Bridge, and Municipal Construction. Bedding will be to the pipe zone shown on Standard Drawing 611. The pipe zone is identified as 6 inches below the bottom of the pipe to 12 inches above the pipe. As an option the contractor may use controlled density fill as specified in Section 3-1 of these Specifications. Bedding shall be placed in more than one lift. The first lift, to provide at least 6 inches thickness under and portion of the pipe, shall be placed before the pipe is installed and shall be spread smoothly so that the pipe is uniformly supported along the barred. Subsequent lifts of not more than 6 inches thickness shall be installed to the crown of the pipe and individually compacted to 90% density as determined by ASTM D698. A further 12 inch lift of moderately compacted material shall be placed over the crown of the pipe prior to the start of backfilling the trench. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 79 6-7.5 LAYING SEWER PIPE All sewer main installations shall have line and grade set prior to construction by survey, with a minimum of staking for each manhole with cuts to inverts of inlets and outlets. All mains are to be straight between manholes, unless specifically approved otherwise in writing by the City Engineer or shown as such on the approved plans. The contractor may use any method such as “swede line and batter board” and “laser beam” etc., which would allow him to accurately transfer the control points provided by the surveyor in laying the pipe to the designated alignment and grade. When using the “swede line and batter board” method, the contractor shall transfer line and grade into the ditch where they shall be carried by means of a taut grade line supported on firmly set batter boards at intervals of not more than 30 feet. Not less than three batter boards shall be in use at one time. Grades shall be constantly checked and in event the batter boards do not line up, the work shall be immediately stopped and the cause remedied before proceeding with the work. When using a “laser beam” to set pipe alignment and grade, the contractor shall constantly check the position of laser beam from surface hubs provided by the surveyor to ensure the laser beam is still on alignment and grade. In the event the laser beam is found out of position, the contractor shall stop work and make necessary corrections to the laser beam equipment and pipe installed. Clearances between sewer and water main pipe shall be a minimum of 10 feet. 6-7.6 PLUGS AND CONNECTIONS All fittings shall be capped or plugged with a plug of an approved material gasketed with the same gasket material as the pipe unit; or shall be fitted with an approved mechanical stopper; or shall have an integrally cast knock-out plug. The plug shall be able to withstand all test pressures without leaking, and when later removed, shall permit continuation of piping with jointing similar to joints in the installed line. 6-7.7 JOINTING Where it is necessary to break out or connect to an existing sewer during construction, only new pipe having the same inside diameter will be used in reconnecting the sewer. Where joints must be made between pipes with a mismatched wall thickness, the Contractor shall use flexible gasketed coupling, adaptor or coupling-adapter to make a watertight joint. Couplings shall be those manufactured by “Romac”, “Smith Blair”, or approved equal for reinforced pipes and “Fernco” or approved equal for non-reinforced pipes. 6-7.8 JACKING, AUGURING OR TUNNELING See Section 3-9 Underground Utilities of these Specifications for Jacking, Auguring or Tunneling. 6-7.9 SIZE The minimum pipe size for sanitary sewer mains shall be 8 inches in diameter. The Utility Superintendent shall determine the pipe size required to serve the surrounding area. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 80 6-7.10 SLOPE 8 inch Mains: A. 1% slope for the first two runs between manholes and a dead end line. B. .75% slope when the line is not covered under condition above. C. Any slope less than condition or above must be approved by the Director of Public Works.10 inch Mains or Larger: The minimum slope shall be such as to provide a minimum flow velocity of 2 feet/sec. (full), providing there are at least 100 lots upstream. 6-7.11 SEPTIC TANKS Septic systems are generally not allowed within the city. Grinder pump system should be used before septic tank systems. In areas of the city where it is determined by the City Engineer that conventional gravity or grinder pump sanitary sewer service is not available and/or not practical to be served by a public sewer system in the future, septic tank systems may be installed upon approval by the Utilities and issuance of a permit by the Snohomish County Health District. 6-7.12 PAVEMENT PATCHING For pavement patching see Section 3-14 and Standard Plan 316 of these Standards. 6-7.13 CLEANING AND TESTING All sanitary sewer pipe installations shall be tested in accordance with Section 7-17.3(4) of the WSDOT/APWA Standard Specifications for Road, Bridge, and Municipal Construction. A copy of this testing procedure is included at the end of this Section. Sewers and appurtenance shall be cleaned and tested after backfilling by either the exfiltration or low pressure air method at the option of the contractor, except where the ground water table is such that the City Engineer may require the infiltration test. The contractor/developer shall be required to clean and flush, with an approved cleaning ball and clean water, all gravity sanitary sewer lines prior to testing. The cleaning ball shall be an inflatable diagonally ribbed rubber ball of a size that will inflate to fit snugly into the pipe to be tested. A rope or chord will fastened to the ball to enable total control of the ball at all times. 6-8 SIDE SEWERS 6-8.1 DESCRIPTION A side sewer is considered to be that portion of a sewer line that will be constructed between a main sewer line and a residence or other buildings in which the disposal of sanitary waste originates. It does not include any of the internal piping or connection appurtenances, the installation of which is controlled by a municipal code, ordinance or regulation. The general requirements for construction of sewers in other Sections of these Specifications shall apply for construction of side sewers unless they are inconsistent with any of the provisions of this particular Section and the Specifications shall apply alike to all side sewers on public rights-of-way and private property. 6-8.2 MATERIALS Materials shall meet the requirements of Section 6-7 of these Specifications. ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 81 All pipe shall be clearly marked with type, class, and/or thickness, as applicable. Lettering shall be legible and permanent under normal conditions of handling and storage. Approved jointing shall be flexible gasketing. Flexible gasketing shall be construed to include rubber, rubberlike and plastic materials specially manufactured for the joint, pipe size, and use intended and shall be furnished by the manufacturer of the pipe to be used. 6-8.3 GENERAL Side sewer construction shall conform to Standard Plan Nos. 601, 602, and 604. Side sewer locations shown on the drawings shall be subject to relocation in the field after construction starts. Regardless of the drawing location, the contractor shall place the tee or wye branch in the main sewer line at the location designated by the engineer. A maximum of one residential unit or building will be allowed to connect to each side sewer. If the equivalent sewage flow from the building will be equal to more than 20 residential units, then a manhole will be required to be constructed at the connection to the sewer main. Side sewers are not permitted to cross a public right-of-way or run parallel to the right-of-way centerline. All lots must front on a public sanitary system in order to be served. Side sewers shall be replaced to the main at all new developments and remodels that require a sewer application unless otherwise approved by the Utility Superintendant. 6-8.4 EXCAVATION, BEDDING, BACKFILL AND COMPACTION Excavation, bedding, backfill and compaction for side sewers shall conform to the requirements of Section 3.0 Underground Utilities and to Standard Drawings 611 and 615. The bedding material shall be Crushed Surfacing Base Course conforming to Section 9-03.9(3) of the WSDOT/APWA Standard Specifications and to Section 3- 20.5 of these Standards. 6-8.5 SIZE The minimum size requirement for that portion of any side sewer within any easement or public right-of-way is 6 inches in diameter. On private property that portion of the side sewer may be reduced to 4 inches in diameter on single family homes, all other uses from duplexes to commercial must install 6 inch minimum in diameter piping to building connection. 6-8.6 SLOPE The minimum slope for side sewers shall be 6-8.7 FITTINGS All fittings shall be factory-produced and shall be designed for installation on the pipe to be used. Fittings shall be of the same quality and material as the pipe used, except when installing a PVC insert on existing pipe. Side sewers shall be connected to the tee, wye, or riser provided in the public sewer where such is available, utilizing approved fittings or adapters. Where no tee, wye, or riser is provided or available, connection shall be ^ To Section Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS SECTION 6 82 made by core drilling and installing and approved tee. Tees shall be “Romac Industries, Style CG” or approved equal. 6-8.8 CLEANOUTS All side sewers shall have a 6 inch clean-out at the property line per Standard Plan No. 604. The riser portion of the clean-out shall be PVC unless otherwise approved by the Utility Superintendent. For longer side sewer installations, extra clean-outs will be required at spacings not to exceed 100 feet. 6-8.9 TESTING All side sewers shall be tested after backfill. Side sewers that are reconstructed or repaired to a length of 10 feet or more shall be tested for water tightness. Testing of newly reconstructed sections of side sewers consisting of a single length of pipe will not be required. Testing shall be performed in the presence of the engineer in accordance with Section 7-17.3(4) of the Standard Specifications for Road, Bridge and Municipal Construction. A copy of this testing procedure is at the end of this section. When a new side sewer is installed, the entire length of new pipe installed shall be tested. In cases where a new tap is made on the main, the first joint of pipe off the main shall be installed with a test tee, so that an inflatable rubber ball can be inserted for sealing off the side sewer installation for testing. In cases where the side sewer stub is existing to the property line, the test ball may be inserted through the clean-out wye to test the new portion of the side sewer installation. 6-9 TELEVISION INSPECTION All new mains within the public right-of-way and those in easements to be maintained by the city will be subject to a visual inspection with a TV camera unit by the City Sewer Division. Any deficiencies noted by the TV camera inspection shall be corrected to the satisfaction of the Utilities Division. The initial inspection costs are borne by the city. Follow-up reinspection after correction of any deficiencies is billed on a direct cost bases. ^ To Section Index ---PAGE BREAK--- Design & Construction Standards & Specifications For Development Volume II Standard Drawings SERIES 100 - GENERAL CONSIDERATIONS SERIES 200 - EROSION AND SEDIMENT C SERIES 300 - STREETS AND RELATED WORK SERIES 400 - STORM AND SURFACE WATER SERIES 500 - WATER DISTRIBUTION SERIES 600 - SANITARY SEWERS SERIES 700 – TRAFFIC CONTROL SERIES 800 – ILLUMINATION & SIGNALIZATION SERIES 900 - TRANSIT Prepared by: City of Everett Washington Public Works Department June 2015 VOL 1 & 2 INDEX ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-2 100 SERIES - GENERAL CONSIDERATIONS STD DWG DESCRIPTION 101 Sample Residential Site Plan Checklist Sht 1 Sample Plan Sht 2 Required Information List ^ Prev View ^ Prev View ^ Dwg Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-3 200 SERIES – EROSION & SEDIMENT CONTROL STD DWG DESCRIPTION 201 Typical Temporary Erosion Control 202 Sediment Trap Outlet Sht1 Shallow Slope & Street Slope Sht2 Berm & Shallow Slope 203 Gradient Terrace 204 Temporary Interceptor Dikes & Swales 205 Pipe Slope Drain 206 Rock Check Dam 207 Triangular Sediment Filter Dikes Sht1 Options 1 & 2 Sht2 Option 3 & Details 208 Excavated Drop Inlet 209 Inlet Block & Gravel Filter Schematic 210 Temporary Sediment Control Inlet (Gravel & 212 Catch Basin/Inlet Sedimentation Trap-Type “B 213 Catch Basin/Inlet Sedimentation Trap-Type 214 Temporary Silt Fence 215 Sediment Trap 216 Sediment Trap Outlet 217 Sediment Pond Example 218 Sediment Pond Cross-Section 219 Riser Detail ^ Prev View ^ Prev View ^ Dwg Index ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-4 300 SERIES – STREETS &RELATED WORK STD DWG DESCRIPTION 300 Roadway Functional Classifications 301 Typical Roadway Section-Arterials 302 Typical Roadway Section-Local Access Streets Sht 1 Section & Design Criteria Sht 2 General Notes 302A Typical Section Access Drive Section Short Subdivision Easement Sht 1 Section & Utility Notes Sht 2 General Notes 302B 2 Lot Short Subdivision Easement Access Drive Section 303 Typical Roadway Section-Alley-24FT Pavement 303A Typical Roadway Section-Alley-24FT Pavement 304 Typical Cul-de-Sac 305A Cement Concrete Curb and Gutter, Type “A-1” 305B Cement Concrete Rolled Curb and Gutter 305C Cement Concrete Curb-Type E-1, E-2, E-3, & E-4 305D Extruded Asphalt Concrete Sections 305E Extruded Cement Concrete Curb 306 Cement Concrete Curb &Sidewalk Details Sht 1 Isometric Plan View W/Type A-1 Curb, Section & Notes Sht 2 Isometric Plan View W/Type E-1 Curb & Monolithic Curb/Side Walk Sections 306A Cement Concrete Sidewalk at Corners 306B Curb Extensions 307 Cement Concrete Driveway Ramp Type-1 308 Cement Concrete Driveway Ramp Type-2 309 Cement Concrete Driveway Ramp Type-3 ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-5 300 SERIES – STREETS &RELATED WORK STD DWG DESCRIPTION 310A Type A Curb Ramp 310B Type B Curb Ramp 310C Type C Curb Ramp 310D Type D Curb Ramp 311 Typical Curb Ramp Locations 312 Monument Case and Cover (Description & Installation) 313 Survey Control Monument Sht 1 Cast in Place Sht 2 Precast Sht 3 COE 316 Pavement Patching Details 319 Residential Sidewalk Drain 320 Mailbox Wood Structure Installation Four Box Min 320A Mailbox Wood Structure, For One or Two Boxes 321 NDCBU Mailbox Cluster 322 Typical Utility Locations0 323 Temporary Turnarounds 324A Rockery (Design & Construction Requirements) 324B Rockery (Placement & Post Construction Limits) 325 Pedestrian Handrail Sht 1 Elevation, Details A & B Sht 2 Notes For Aluminum or Galvanized Steel Construction 326 Ornamental Handrail 327 Typical Roadway Section Special Interim Street 331 Cement Concrete Steps ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-6 300 SERIES – STREETS &RELATED WORK STD DWG DESCRIPTION 332 Cement Concrete Stairway Construction Details 333 Typical Tree Planting Sht 1 Tree, Shrub, Ground Cover & Triangular Spacing Details & Notes Sht 2 Tree Well in Sidewalk Sht 3 Tree Well in Raised Traffic Island 334 Typical Parking Layout Sht 1 Layout & Legend Sht 2 Stall Geometry Table & Notes 335 TRAIL BOLLARD Sht 1 Type 1 Steel Removable Sht 2 Type 1 Details Sht 3 Type 2 Steel Fixed Sht 2 Placement ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-7 400 SERIES – STORM & SURFACE WATER STD DWG DESCRIPTION 401 Precast Concrete Inlet Sht 1 Adjustment Section & Precast Base Section Sht 2 Alternative Precast Base Section, Notes & Pipe Allowance Table 402 Catch Basin Type-A Sht 1 Frame & Vaned Grate, Adjustment Section & Precast Base Section Sht 2 Alternative Precast Base Section, Notes & Pipe Allowance Table 403 Catch Basin Type-B Sht 1 Frame & Vaned Grate, Adjustment Section, Reduction Section & Precast Base Section Sht 2 Alternate Precast Base Section Notes & Pipe Allowance Table 404 Catch Basin Type-2 Sht 1 48”,54”, 60”, 72”, 84” & 96” Typical Section Sht 2 Notes, Catch Basin Dimension & Pipe Allowance Tables 405 Frame for Grate or Solid Cover (Reversible) Sht 1 Top & Section A Sh2 Notes, Detail B Bolt-Down Detail & Installation 406A Herring Bone Grate For Catch Basin or Inlet Sht 1 Top & Isometric Sht 2 Notes & Bolt-Down Slot Detail 406B Solid Cover for Catch Basin or Inlet Sht 1 Top & Section A & B Sht 2 Notes & Isometric View 406C Vaned Grated for Catch Basin or Inlet 407 Typical Frame & Grate Installation 408 Open Curb Face Frame & Grate Installation ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-8 400 SERIES – STORM & SURFACE WATER STD DWG DESCRIPTION 409 Open Curb Face Frame & Grate Details Sht 1 Top, Detail A & Section A Sht 2 Notes, Detail C, Bolt-Donw Detail & Isometric View 410 Floatable Material Separator and/or Gas Trap or 8” Lines) 411 Floatable Material Separator and/or Gas Trap (12” and Larger) 412A Typical Restrictor Installation 412B Typical Restrictor Assembly 412C Lift Gate Assembly and Secondary Orifice Detail 416 Typical Closed Underground Detention System 417 Typical Dry Type Detention Pond 419 Biofiltration Swale (Grass) 422A Bypass Structure Type 1 422B Bypass Structure Type 2 422C Bypass Structure Type 3 422D Bypass Structure Type 4 422E Multiple Restrictor Structure ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-9 500 SERIES – WATER DISTRIBUTION STD DWG DESCRIPTION 502A ¾ Inch Metered Water Service 502B 2 Inch Metered Water Service 502C 1 Inch Metered Water Service 503A Fire Service Compound Meter 4 Inch and Larger 503B Compound Meter for 6” & 8” Sht1 Plan, Elevation & Parts List Sht 2 General Notes 504 Valve Box and Extension 507 Fire Hydrant Assembly 509 Concrete Fire Hydrant Pad 510 Fire Hydrant Guard Post and Valve Marker Post 511 Blow Off Assembly 512 1-Inch Air-vacuum Valve Assembly 513 2-Inch Polyethylene Water Main 514 Tapping Tees 515 Double Check Detector Valve Assembly (DCDA) 3 Inches and Larger Services 516 Double Check Valve Assembly (DCVA) 3 Inches and Larger Services 517 Reduced Pressure Detector Assembly (RPDA) All Sizes 518 Reduced Pressure Backflow Assembly (RPBA) All Sizes 519 Air Gap for Makeup Tank 520 Double Check Valve Assembly (DCVA) For 2 ½ Inches and Smaller Service 521 Typical PRV Installation 523 Double Check Detector Valve Assembly (DCVA) 3 Inch and Larger Service Inside a Building ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-10 500 SERIES – WATER DISTRIBUTION STD DWG DESCRIPTION 524A Residential Fire Sprinkler System Metering Requirements 524B` Typical Multipurpose Piping System Diagram for IRC Single Family, Duplex & Townhouse Structures 525 ¾” Midpoint Sampling Tap 526 Sampling and Flushing Assemblies ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-11 600 SERIES – SANITARY SEWERS STD DWG DESCRIPTION 601 Typical Side Sewer Layouts 602 Typical Side Sewer Connections Sht 1 TYPE A & B Sht 2 Type C & D Sht 3 Two-Way Sewer Cleanout For Streets Or Alleys 604 Sewer Clean-out Sht 1 Type 1 (Paved Area) & Type 2 (Unpaved Area) Sht 2 Type 3 & 12” Cast Iron Bolted Ring & cover 605A Type 1 Manhole 48”, 54” & 60” Diameter 605B Type 2 Manhole 72”, 84 & 96” Diameter 605C Type 3 Manhole 48”, 54”, 60”, 72”, 84” and 96” Diameter 606 Polypropylene Ladder 606A Alternate Polypropylene Plastic Step 607A Manhole Frame & Cover Hinged 607B Manhole Frame & Cover Standard 608 Outside Drop Manhole Connection 609 Inside Drop Manhole Connection 610 Typical Trench Section 611 Bedding for Pipe in Trenches 612 Typical Sewer Connection to Existing Sewer Mains 613 Alternate Sewer Connection to Existing/New Concrete Sewer Main2 614 Casing Detail Sht 1 PVC, Steel Or Ductile Iron Pipe Sht 2 Pipe Sections A & B 615 Typical Trench Compaction ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-12 600 SERIES – SANITARY SEWERS STD DWG DESCRIPTION 616 Grinder Pump Connection to Sanitary Sewer Sht 1 Pump inside Or Outside House Sht 2 Outside Pump Access & Sump MH 617 Back-Water Valve Connection to Sanitary Sewer Sht 1 Inside & Outside House Installations Sht 2 Access Installation. ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-13 700 SERIES – TRAFFIC CONTROL STD DWG DESCRIPTION 701A Traffic Control Plan-2 Lane Roadway, One Lane Closed W/Alternating One-Way Traffic & Flaggers 701B Traffic Control Plan-2 Lane Roadway, Partial Lane Closure 701C Traffic Control Plan-Shoulder Work 701D Traffic Control Plan-5 Lane Roadway, Right Lane Closed 701E Traffic Control Plan-5 Lane Roadway, Left Turn Lane Closed 701F Traffic Control Plan-Center of Intersection Work 701G Traffic Control Plan-5 Lane Roadway, Left Lane Closed Far Side of Intersection 701H Traffic Control Plan-5 Lane Roadway with Right Lane Closed Far Side of Intersection 701I Traffic Control Plan-Full Street Closure 701J Traffic Control Plan-5 Lane Roadway, Multi-lane Closure 701K Traffic Control Plan-Two-Way Left Turn Lane Closure 701L Traffic Control Plan-5 Lane Roadway with Left Lane Closed 702 Traffic Control Devices 711 Construction Identification Sign Stand 712 Construction Identification Sign 713 Project Information Sign 715 Street Name Sign Post Sht 1 2” Square Steel post Sht 2 2” Round Steel Post Sht 3 Mounting Hardware ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-14 700 SERIES – TRAFFIC CONTROL STD DWG DESCRIPTION 716 Traffic Sign Installation Sht 1 Typical Installation & Section Sht 2 Steel Base Plate Section Sht 3 Base Plat Installation & Type 1 Sign Mounting Sht 4 Type 2 Mount & Round Post Mount 717 Mastarm/Luminaire Street Name Sign Sht 1 Sign Layout & Text Type Sht 2 Mounting Detail 718 Post Mounted Street Sign 719 Raised Pavement Marking Details (RPM) Sht 1 Lane Line Details Sht 2 Island Chevron 720 Pavement Striping Details 721 Typical Stop Line and Crosswalk Layout 722 Left Turn Pocket Detail 723 Transit Stop Curb Striping 724 ADA Access Parking Space Symbol ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-15 800 SERIES ILLUMINATION & SIGNALIZATION STD DWG DESCRIPTION 801A 400 AMP Service Cabinet Sht 1 Layout & Component Schedule Sht 2 Cabinet Fabrication Notes Sht 3 Cabinet Wiring Schematic Sht 4 Foundation Detail & Pad Notes 801C 200 AMP Service Cabinet for Metered Signal and Holiday Lighting Sht 1 Cabinet Layout, Fabrication Notes & Component Schedule Sht 2 Cabinet Wiring Schematic 802 Typical Type 1 Stop Line Loop Detection Layout (6’x30’) 802A Typical Type 3 Stop Line Loop Detection Layout D.A.) 802C Typical Bicycle Stop line Loop (2’x25’ Quadrupole) 803 Pole Mounted Terminal Cabinet 804 Luminaire Mounting Height and Utility Clearances 805 Traffic Junction Box (Type 1, 2 & 7) Details 805B Traffic Junction Box Details 806 Traffic Induction Loop Details Sht 1 Loop Lead-In Placement & Splicing Sht 2 Loop Winding, Sections & Sawcuting Sht 3 Installation & General Notes 807 AC Power Panel Detail 809A Street Light Foundation Sht 1 Foundation Section & Notes Sht 2 Placement Conditions 1, 2 & 3 810A Aerial Telemetry Installation on Wood Pole-Dead End Mounting 810B Aerial Telemetry Installation on Wood Pole-Cable Suspension Clamp ^ Dwg Index ^ Prev View NEXT PAGE NEXT PAGE ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX DRAWINGS-16 800 SERIES ILLUMINATION & SIGNALIZATION STD DWG DESCRIPTION 810C Aerial Telemetry Installation on Wood Pole-Angle Point Mounting 811 Aerial Telemetry Junction Box 813 Police Panel Model 332 Cabinet 814 Detection Panel Model 332 Cabinet 815 Display Panel 816 332 Cabinet Layout 817 Signal Pole Foundation Type 2 & 3 818 Telemetry Cabinet & Foundation 819 Service Cabinet For Street Illumination (Unmetered) 820 Conduit Riser Detail for PUD Service Drop 822 Ornamental Light Sht 1 Type A (Twin) & Type B (Single) Sht 2 Misc Details, Specifications Table & Cast Aluminum Base Sht 3 Foundation Detail 823 Model 332 Cabinet Foundation Detail 824 NEMA Type Cabinet Foundation Detail 825 Emergency Pre-Emption Beacon Mounting Detail (Type PS Pole) 826 Electrical Cabinet Foundation ^ Dwg Index ^ Prev View ---PAGE BREAK--- DESIGN AND CONSTRUCTION STANDARDS AND SPECIFICATIONS STAMDARD DRAWING INDEX 900 SERIES TRANSIT STD DWG DESCRIPTION 901 Bus Turnout Dimensions 902 Bus Stop Dimensions 904 Bus Shelter 905 Bus Turning Radii 906 Bus Shelter (Concrete Pad) ^ Dwg Index ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD101.dwg, 2/13/2014 1:12:27 PM ^ Prev View ^ Prev View ^100 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD101.dwg, 2/13/2014 1:12:31 PM ^ Prev View ^ Dwg Index ^100 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- EXISTING ROAD PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD201.dwg, 7/9/2013 11:28:11 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^100 Dwgs Idx ^ Dwg Index ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Prev View ---PAGE BREAK--- SHALLOW SLOPE STEEP SLOPE ON STEEP SLOPES, APPLY STRIPS OF BLANKET/NETTING PARALLEL TO THE DIRECTION OF FLOW AND ANCHOR SECURELY. BRING BLANKET/NETTING DOWN TO A LEVEL AREA BEFORE TERMINATING THE INSTALLATION. TURN THE END UNDER 6" AND STAPLE AT 12" INTERVALS. PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD202.dwg, 7/9/2013 11:28:16 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- BERM SHALLOW SLOPE WHERE THERE IS A BERM AT THE TOP OF THE SLOPE, BRING THE BLANKET/NETTING OVER THE BERM AND ANCHOR IT BEHIND THE BERM LINE. IN DITCHES, APPLY BLANKET/NETTING PARALLEL TO THE DIRECTION OF FLOW. USE CHECK SLOTS EVERY 15'. DO NOT JOIN STRIPS IN THE CENTER OF THE DITCH. PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD202.dwg, 7/9/2013 11:28:19 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD203.dwg, 7/9/2013 11:28:26 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 1 2 2 2 1 1 8' MIN. INTERCEPTOR DIKE SPACING 50' - 300' DEPENDING ON SLOPE H:V 2' MIN. 18" MIN. 2' MIN. 18" MIN. 2' MIN. 1' MIN. LEVEL BOTTOM GRASS OR ROCK 1' MIN. INTERCEPTOR DIKES INTERCEPTOR SWALE INTERCEPTOR SWLE SPACING 50' - 300' DEPENDING ON SLOPE H:V PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD204.dwg, 7/9/2013 11:28:31 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- B B A SECTION A-A PLAN SECTION B-B A PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD205.dwg, 7/9/2013 11:28:35 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 1 1 1 1 2 2 2 2 VARIES 1' MIN. 24" MIN. L = THE DISTANCE SUCH THAT POINTS A & B ARE OF EQUAL ELEVATION L A B ROCK SIZE APPROPRIATE FOR EXPECTED FLOWS 4" TO 6" MIN. SPACING BETWEEN CHECK DAMS PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD206.dwg, 7/9/2013 11:28:41 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- FABRIC TOE-IN 18" 6" MIN. WIRE MESH AND FABRIC STRUCTURES FILLED WITH WASHED ROCK WIRE MESH AND FABRIC STRUCTURES FILLED WITH WASHED ROCK 3" TO 5" OPTION 1 OPTION 2 PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD207.dwg, 7/9/2013 11:28:46 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- 4" TRENCHED IN 4" 2" x 2" WIRE MESH STRICTIRE GEOTEXTILE FABRIC-WRAP MESH STRUCTURE BASIC STRUCTURE. TYP. 2" x 2" x 6" ANCHORS EVERY 2 FEET WASHED ROCK 3/4" TO 3" OPTION 3 WIRE MESH & FABRIC STRUCTURES FILLED WITH ROCK PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD207.dwg, 7/9/2013 11:28:49 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD209.dwg, 7/9/2013 11:29:01 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD212.dwg, 7/9/2013 11:29:11 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- BRUSH PILE AND SECURED IN EDGE OF BRUSH BARRIER. MATERIAL ALONG UPHILL 6"X6" (MIN.) TRENCH UNIFORMLY IN ROW TO FORM VEGETATIVE DEBRIS/BRUSH PILED BARRIER FLOW FABRIC AND STAKES. TWINE FASTENED TO OF BRUSH BARRIER WITH ANCHOR DOWNHILL EDGE TRENCH WITH COMPACTED FILTER FABRIC DRAPED OVER BACKFILL BACKFILLED WITH NATIVE PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD213.dwg, 7/9/2013 11:29:16 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^200 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 10" ELEVATION SECTION A-A STEEL POSTS 6' O.C. A SLOPE NEWLY GRADED OR DISTURBED SIDE MIRAFI 100X OR FILTER FABRIC MATERIAL EQUIVALENT BACKFILL AND COMPACTED A 8" MATERIAL FILTER FABRIC WIRE FABRIC OR EQUAL WELDED WIRE FABRIC 2"x4"x14 GAUGE WIRE RINGS (TYPICAL) 8" 2'-6" 8" 4' MIN PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD214.dwg, 7/9/2013 11:29:21 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 3 3 1 1 4' MIN. 1' OVER- FLOW DEPTH 5' MAX. (IF NEEDED) OUTFLOW CHANNEL IS CONSTRUCTED BY EXCAVATION 1' 3 4" - 3" WASHED ROCK 1' OF QUARRY SPALLS 0.5' - 1.5' SEDIMENT STORAGE (MIN.) SOIL TYPE DEPENDANT 2' SETTLING DEPTH CROSS SECTION FILTER FABRIC FENCING MARIFI 140NS OR EQUAL PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD215.dwg, 7/9/2013 11:29:26 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 3 1 OVERFLOW SPILLWAY 6' MIN. WIDTH 1' OF QUARRY SPALLS 1' OF 3 4" - 3" WASHED ROCK 2' SETTLING DEPTH 0.5' - 1.5' SEDIMENT STORAGE PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD216.dwg, 7/9/2013 11:29:31 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- WEIGHTED BASE 12" SPILLWAY RISER PIPE W/ SECTION THROUGH OUTLET SPILLWAY) RISER PIPES > 18" TRASH RACK ON PROVIDE A REBAR LEVEL GRADE MIN 2' SETTLING DEPTH AT TOP (PRINCIPAL RISER PIPE, OPEN 0.5'-1.5' TYPICAL SEDIMENT STORAGE, FLOTATION TO PREVENT WEIGHTED BASE 12" FREEBOARD 6' MIN DEPTH POND LENGTH > 3x POND WIDTH INFLOW LEVEL BOTTOM ENERGY DISSIPATING ROCK SPILLWAY OVERFLOW EMERGENCY CREST 2:1 PIPE OUTLET OUTLET PIPE SPILLWAY OVERFLOW EMERGENCY DRAINAGE COURSE WIRE BACKED FILTER FABRIC FENCE, KEY INTO SIDE SLOPES TO PREVENT FLOW AROUND SIDES 3' MAX DEPTH 2.5'-4.5' 1.5' DEWATERING DEVICE 3 1 FILTER FABRIC FENCE FILTER FABRIC FENCE PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD217.dwg, 7/9/2013 11:29:36 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 3 1 1 MAX. 3 2 MAX. 1 12" MIN. 6" MIN. WIDTH CREST OF EMERGENCY SPILLWAY EMBANKMENT COMPACTED 95%. PERVIOUS MATERIALS SUCH AS GRAVEL OR CLEAN SAND SHALL NOT BE USED CONCRETE BASE (SEE RISER DETAIL) DEWATERING ORIFICE RISER PIPE (PRINCIPAL SPILLWAY) OPEN AT TOP / TRASH RACK DISCHARGE TO STABILIZED CONVEYANCE, OUTLET OR LEVEL SPREADER WIRE-BACKED FILTER FABRIC FENCE OR EQUIVALENT DIVIDER DEWATERING DEVICE (SEE RISER DETAIL) PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD218.dwg, 7/9/2013 11:29:41 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- 3 1 POLETHYLENE CAP PERFORATED POLYETHYLENE DRAINAGE TUBING, DIAMETER MIN. 2" LARGER THAN DEWATERING ORIFICE. TUBING SHALL COMPLY WITH ASTM F667 AND AASHTO M294 PROVIDE ADEQUATE STRAPPING CORRUGATED METAL RISER 2.0' MIN. 2x RISER DIAM. MIN. 18" MIN. CONCRETE BASE TACK WELD WATERTIGHT COUPLING 6" MIN. DEWATERING ORIFICE, SCHEDULE. 40 STEEL STUB MIN. DIAMETER AS PER CALCULATIONS A A ALTERNATIVELY, METAL STAKES AND WIRE MAY BE USED TO PREVENT FLOTATION MAINTENANCE STANDARDS: 1. SEDIMENT SHALL BE REMOVED FROM THE POND WHEN IT REACHES 1' IN DEPTH. 2. ANY DAMAGE TO THE POND EMBANKMENTS OR SLOPES SHALL BE REPAIRED. PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD219.dwg, 7/9/2013 11:29:46 AM, DWG To PDF.pc3 ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^200 Dwgs Idx ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD305A.dwg, 7/9/2013 11:30:36 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD306A.dwg, 7/9/2013 11:31:06 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD307.dwg, 7/9/2013 11:31:11 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD308.dwg, 7/9/2013 11:31:16 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD309.dwg, 7/9/2013 11:31:21 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD310A.dwg, 7/9/2013 11:31:26 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD310B.dwg, 7/9/2013 11:31:31 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD310C.dwg, 7/9/2013 11:31:36 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD310D.dwg, 7/9/2013 11:31:41 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD311.dwg, 7/9/2013 11:31:46 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD312.dwg, 7/9/2013 11:31:51 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- NOTES SECTION PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD313.DWG, 7/9/2013 11:31:56 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^300 Dwgs Idx ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD316.dwg, 7/9/2013 11:32:01 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD319.dwg, 7/9/2013 11:32:06 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD320.dwg, 7/9/2013 11:32:11 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD320A.dwg, 7/9/2013 11:32:16 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD323.dwg, 7/9/2013 11:32:31 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD324A.dwg, 7/9/2013 11:32:36 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD324B.dwg, 7/9/2013 11:32:41 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD325.DWG, 7/9/2013 11:32:46 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD326.dwg, 7/9/2013 11:32:51 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD327.dwg, 7/9/2013 11:32:56 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD331.dwg, 7/9/2013 11:33:01 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD332.dwg, 7/9/2013 11:33:06 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD333.dwg, 7/9/2013 11:33:11 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD334.dwg, 7/9/2013 11:33:19 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^300 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index NEXT PAGE ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index NEXT PAGE ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index NEXT PAGE ---PAGE BREAK--- ^ Prev View ^300 Dwgs Idx ^ Dwg Index ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD401.dwg, 7/9/2013 11:33:26 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD401.dwg, 7/9/2013 11:33:29 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD402.dwg, 7/9/2013 11:33:36 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD402.dwg, 7/9/2013 11:33:39 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD403.dwg, 7/9/2013 11:33:47 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD403.dwg, 7/9/2013 11:33:49 AM, DWG To PDF.pc3 ^ Prev View ^400 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD405.dwg, 7/9/2013 11:34:07 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD405.dwg, 7/9/2013 11:34:09 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD406A.dwg, 7/9/2013 11:34:16 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD406A.dwg, 7/9/2013 11:34:19 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD406B.dwg, 7/9/2013 11:34:26 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD406B.dwg, 7/9/2013 11:34:30 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- SLOT ~ SEE DETAIL AND NOTE 1 SH 2 PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD406C.dwg, 7/9/2013 11:34:37 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD407.dwg, 7/9/2013 11:34:41 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD408.dwg, 7/9/2013 11:34:46 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD409.dwg, 7/9/2013 11:34:51 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD409.dwg, 7/9/2013 11:34:54 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD410.dwg, 7/9/2013 11:35:01 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD411.dwg, 7/9/2013 11:35:06 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD412A.dwg, 7/9/2013 11:35:11 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD412B.dwg, 7/9/2013 11:35:16 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD412C.dwg, 7/9/2013 11:35:22 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD416.dwg, 7/9/2013 11:35:26 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- SECTION B-B SECTION A-A B A B A PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD417.dwg, 7/9/2013 11:35:31 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD419.dwg, 7/9/2013 11:35:36 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD422A.dwg, 7/9/2013 11:35:41 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD422B.dwg, 7/9/2013 11:35:46 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD422C.dwg, 7/9/2013 11:35:51 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD422D.dwg, 7/9/2013 11:35:56 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD422E.dwg, 7/9/2013 11:36:01 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^400 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD504.dwg, 7/9/2013 11:36:26 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- AIR GAP (INCHES) D IF W > 3D IF W ≤ 3D (SINGLE WALL) OR IF W ≤ 4D (INTERSECTING WALLS) < 0.5 INCH 1 1.5 < 0.75 INCH 1.5 2.25 ≥ 1 INCH 2 X D 3 X D ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD523.dwg, 7/9/2013 11:37:41 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD524A.dwg, 7/9/2013 11:37:46 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- x x x x x PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD524B.dwg, 7/9/2013 11:37:52 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD525.dwg, 7/9/2013 11:37:56 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD526.dwg, 7/9/2013 11:38:01 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD601.dwg, 7/9/2013 11:38:07 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx ^ Prev View ---PAGE BREAK--- TYPE TYPE PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD602.dwg, 7/9/2013 11:38:12 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx NEXT PAGE ^ Prev View ---PAGE BREAK--- TYPE CONNECTION NOTES: TYPE PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD602.dwg, 7/9/2013 11:38:15 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx NEXT PAGE ^ Prev View ---PAGE BREAK--- TWO-WAY SEWER CLEANOUT FOR STREETS TWO-WAY SEWER CLEANOUT FOR ALLEYS PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD602.dwg, 7/9/2013 11:38:20 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD604.dwg, 7/9/2013 11:38:27 AM, DWG To PDF.pc3 ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD604.dwg, 7/9/2013 11:38:30 AM, DWG To PDF.pc3 ^ Dwg Index ^500 Dwgs Idx ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD605A.dwg, 7/9/2013 11:38:36 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD605B.dwg, 7/9/2013 11:38:42 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^500 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^600 Dwgs Idx ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD605C.dwg, 7/9/2013 11:38:47 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD606.dwg, 7/9/2013 11:38:51 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PLAN SIDE ELEVATION SECTION A-A ELEVATION PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD606A.dwg, 7/9/2013 11:38:57 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD607A.dwg, 7/9/2013 11:39:02 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD607B.dwg, 7/9/2013 11:39:07 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD608.dwg, 7/9/2013 11:39:12 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD609.dwg, 7/9/2013 11:39:17 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD610.dwg, 7/9/2013 11:39:22 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD611.dwg, 7/9/2013 11:39:27 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD612.dwg, 7/9/2013 11:39:31 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD613.dwg, 7/9/2013 11:39:36 AM, DWG To PDF.pc3 ^ Prev View ^600 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD614.dwg, 7/9/2013 11:39:42 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD614.dwg, 7/9/2013 11:39:45 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- MIN. 95% COMPACTION MIN. 90% COMPACTION MIN. 90% COMPACTION 90% COMPACTION PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD615.dwg, 7/9/2013 11:39:51 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD616.dwg, 7/9/2013 11:39:57 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD616.dwg, 7/9/2013 11:40:00 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD617.dwg, 7/9/2013 11:40:07 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD617.dwg, 7/9/2013 11:40:10 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD701A.dwg, 7/9/2013 11:40:16 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^600 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD701B.dwg, 7/9/2013 11:40:22 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD701C.dwg, 7/9/2013 11:40:27 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT 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Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD701G.dwg, 7/9/2013 11:40:46 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD701H.dwg, 7/9/2013 11:40:52 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD701I.dwg, 7/9/2013 11:40:57 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg 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^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ 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Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD722.dwg, 7/9/2013 11:42:12 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD723.dwg, 7/9/2013 11:42:17 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^700 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^ Prev View ^700 Dwgs Idx ^ Prev View ---PAGE BREAK--- ³ COMPONENT SCHEDULE 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BREAK--- NON-ACCESS SIDE ACCESS SIDE NON-ACCESS SIDE PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD801A.dwg, 7/9/2013 11:42:35 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ³ PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD801C.dwg, 7/9/2013 11:42:42 AM, DWG To PDF.pc3 ^ Prev View ^800 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD801C.dwg, 7/9/2013 11:42:45 AM, DWG To PDF.pc3 ^ Prev View ^800 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD802.dwg, 7/9/2013 11:42:52 AM, DWG To PDF.pc3 ^ Prev View ^800 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD802A.dwg, 7/9/2013 11:42:57 AM, DWG To PDF.pc3 ^ Prev View ^800 Dwgs Idx ^ Dwg Index ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^800 Dwgs Idx ^ Dwg Index ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD803.dwg, 7/9/2013 11:43:03 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD804.dwg, 7/9/2013 11:43:07 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD805.dwg, 7/9/2013 11:43:12 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD805B.dwg, 7/9/2013 11:43:17 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD807.dwg, 7/9/2013 11:43:37 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD809.dwg, 7/9/2013 11:43:42 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View NEXT PAGE ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD809.dwg, 7/9/2013 11:43:45 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD810A.dwg, 7/9/2013 11:43:52 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- PUBLIC WORKS DEPARTMENT CITY OF EVERETT T:\ACad\EPS-COE Design & Constr Specs for Development\CURRENT\STD DETAIL DWGS\Dwg Files\STD810B.dwg, 7/9/2013 11:43:57 AM, DWG To PDF.pc3 ^ Prev View ^ Dwg Index ^800 Dwgs Idx ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Dwg Index ^ Prev View ^ Prev View ---PAGE BREAK--- 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