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BUILDING PERMIT (NEW STRUCTURE) COVENANTS (RECORDED) FOR: CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver CRITICAL AREAS #: DETERMINATION: ❑ Conditional Waiver ❑ Study Required ❑ Waiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORD FOR: PERMITS (OTHER — list permit #'s): PLANNING DATA CHECKLIST DATED: SCALED PLOT PLAN DATED: SEWER LID FEE $: LID #: SHORT PLAT FILE: LOT: BLOCK: SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #: GEOTECH REPORT DATED: STREET USE/ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: OTHER: L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc i f STREET FILE PLANNING DATA SINGLE FAMILY RESIDENTIAL Name: (!C ew, = d 3qO O o ? �� a Date: Site Address: �� M� I Plan Check #: 3L� ZG O Project Description: /1/ Reduced Site Plan Provided:, E�/ NO) Zoning: 21S— Map Page: Corner Lot: (YES / ( Flag Lot: (YES / Critical Areas Determination #: C-) 2 L-' -/ r,,�s " S dy Required (`�I d f- d -S di - T✓.� Z 3 4---V 1c/ ?O, ❑ Waiver -2- O l 0 rJCef / JtvUQC SEPA Determination: Exempt ❑ Needed (for over 500 cubic yards of grading) ❑ Fee ❑ Checklist ❑ APO List with notarized form Required Setbacks St r t: �© S Sidg: Rehr: / /t/ 1 ActualSetbacks Street: ,Z ( Side: S Side: Rear: 3 ❑ Detached Structures: ❑ Rockeries: ❑ Fences/Trellises: I�FBay Windows/Projecting Modulation: ❑ Stairs/Deck: Bui/din Height Datum Point: Cl3 �(� 5 GtJ Of /0 33- /fqt%, Datum Elevation: Z S Maximum Height Allowed: Z s �z��.g Actual Height: z z3 Parking Required: Parking Provided: Lot Area: �� 2 S f Maximum Lot Coverage: 35% Proposed: 33 Lot Coverage Calculations:o- ADU Created: (YES / O Subdivision: ;- C=r ��lM� s C p S 2 g ZO{ �ro G� �{ O Legal Nonconforming Land Use Determination Issued: (YES /00 Comments S/� —7 Z �Y: 21 g d,�� l ,Ir�f Z)d�� , �ZS _ z-36.K DUX Plan Review By: � �� 1 Planning Data Form o4-11-06.a« ��(� � f Earth Solutions NWLLC , ir"Y*d�x•a �� d 3 . K Rty 1 - Geology, mental } , ' ,f 0 N A '�s ! ,- PREPARED FOR ECHELBARGER INVESTMENTS, LLC June 23, 2014 r Hen T. Wright, ft'. ,toff Engineer Kyle R. Campbell, P.E. Principal GEOTECHNICAL ENGINEERING STUDY PROPOSED SINGLE-FAMILY RESIDENCES 1035 MAIN STREET EDMONDS, WASHINGTON ES-3380 Earth Solutions NW, LLC 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 Phone:425-449-4704 Fax:425-449-4711 Toll Free: 866-336-8710 (— .. Geotechnical Engineering Report —� Geotechnical Services Are Performed for Specific Purposes, Persons, and Projects Geotechnical engineers structure their services to meet the specific needs of their clients. A geotechnical engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or even another civil engineer. Because each geotechnical engineering study is unique, each geotechnical engineering report is unique, prepared solelyfor the client. No one except you should rely on your geotechnical engineering report without first conferring with the geotechnical engineer who prepared it. And no one — not even you —should apply the report for any purpose or project except the one originally contemplated. Read the Full Report Serious problems have occurred because those relying on a geotechnical engineering report did not read it all. Do not rely on an executive summary Do not read selected elements only. A Geotechnical 001heelring Report Is Based on A Unique Set of Project specific Factors Geotechnical engineers consider a number of unique, project -specific fac- tors when establishing the scope of a study. Typical factors include: the client's goals, objectives, and risk management preferences; the general nature of the structure involved, its size, and configuration; the location of the structure on the site; and other planned or existing site improvements, such as access roads, parking lots, and underground utilities. Unless the geotechnical engineer who conducted the study specifically indicates oth- erwise, do not rely on a geotechnical engineering report that was: • not prepared for you, • not prepared for your project, • not prepared for the specific site explored, or • completed before important project changes were made. Typical changes that can erode the reliability of an existing geotechnical engineering report include those that affect: • the function of the proposed structure, as when it's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuration, location, orientation, or weight of the proposed structure, • composition of the design team, or • project ownership. As a general rule, always inform your geotechnical engineer of project changes —even minor ones --and request an assessment of their impact. Geotechnical engineers cannot accept responsibility or liability for problems that occur because their reports do not consider developments of which they were not informed. Subsurface Conditions Can Change A geotechnical engineering report is based on conditions that existed at the time the study was performed. Do not rely on a geotechnical engineer- ing report whose adequacy may have been affected by: the passage of time; by man-made events, such as construction on or adjacent to the site; or by natural events, such as floods, earthquakes, or groundwater fluctua- tions. Always contact the geotechnical engineer before applying the report to determine if it is still reliable. A minor amount of additional testing or analysis could prevent major problems. Most Geotechnical Findings Are Professional Opinions Site exploration identifies subsurface conditions only at those points where subsurface tests are conducted or samples are taken. Geotechnical engi- neers review field and laboratory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the site. Actual subsurface conditions may differ —sometimes significantly — from those indicated in your report. Retaining the geotechnical engineer who developed your report to provide construction observation is the most effective method of managing the risks associated with unanticipated conditions. A Report's Recommendations Are Not Final Do not overrely on the construction recommendations included in your report. Those recommendations are not final, because geotechnical engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize their recommendations only by observing actual subsurface conditions revealed during construction. The geotechnical engineer who developed your report cannot assume responsibility or liability for the report's recommendations if that engineer does not perform construction observation. A Geotechnical Engineering Report Is Subject to Misinterpretation Other design team members' misinterpretation of geotechnical engineering reports has resulted in costly problems. Lower that risk by having your geo- technical engineer confer with appropriate members of the design team after submitting the report. Also retain your geotechnical engineer to review perti- nent elements of the design team's plans and specifications. Contractors can also misinterpret a geotechnical engineering report. Reduce that risk by having your geotechnical engineer participate in prebid and preconstruction conferences, and by providing construction observation. Do Not Redraw the Engineer's logs Geotechnical engineers prepare final boring and testing logs based upon their interpretation of field logs and laboratory data, To prevent errors or omissions, the logs included in a geotechnical engineering report should never be redrawn for inclusion in architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that separating logs from the report can elevate risk. Give Contractors a Complete Report and Guidance Some owners and design professionals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, but preface it with a clearly written letter of transmittal. In that letter, advise contractors that the report was not prepared for purposes of bid development and that the report's accuracy is limited; encourage them to confer with the geotechnical engineer who prepared the report (a modest fee may be required) and/or to conduct additional study to obtain the specific types of information they need or prefer. A prebid conference can also be valuable. Be sure contrac- tors have sufficient time to perform additional study. Only then might you be in a position to give contractors the best information available to you, while requiring them to at least share some of the financial responsibilities stemming from unanticipated conditions. Read Responsibility Provisions Closely Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less exact than other engineering disci- plines. This lack of understanding has created unrealistic expectations that have led to disappointments, claims, and disputes. To help reduce the risk of such outcomes, geotechnical engineers commonly include a variety of explanatory provisions in their reports. Sometimes labeled "limitations" many of these provisions indicate where geotechnical engineers' responsi- bilities begin and end, to help others recognize their own responsibilities and risks. Read these provisions closely. Ask questions. Your geotechnical engineer should respond fully and frankly. Geoenvironmental Concerns Are Not Covered The equipment, techniques, and personnel used to perform a geoenviron- mental study differ significantly from those used to perform a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenviron mental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Unanticipated environmental problems have led to numerous project failures. If you have not yet obtained your own geoen- vironmental information, ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmental report prepared for someone else. Obtain Professional Assistance To Deal with Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant. Because just a small amount of water or moisture can lead to the development of severe mold infestations, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed in -this report, the geotechnical engineer in charge of this project is not a mold prevention consultant; none of the services per- formed in connection with the geotechnical engineers study were designed or conducted for the purpose of mold preven- tion. Proper implementation of the recommendations conveyed in this report will not of itself be sufficient to prevent mold from growing in or on the structure involved. Rely, on Your ASFE-Member Geotechncial Engmeer for Additional Assistance Membership in ASFE/The Best People on Earth exposes geotechnical engineers to a wide array of risk management techniques that can be of genuine benefit for everyone involved with a construction project. Confer with you ASFE-member geotechnical engineer for more information. ASFE Tke 39St le111e 12 Enrlo 8811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone:301/565-2733 Facsimile:301/589-2017 e-mail: info@asfe.org www.asfe.org Copyright 2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or in part by any means whatsoever, is strictly prohibited, except with ASFE's specific written permission. Excerpting, quoting, or otherwise extracting wording from this document is permitted only with the express written permission ofASFE, and only for purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report. Any other firm, individual, or other entity that so uses this document without being an ASFE member could be committing negligent or intentional (fraudulent) misrepresentation. IIGER06045,0M June 23, 2014 ES-3380 Echelbarger Investments, LLC 4001 —198" Street Southwest Lynnwood, Washington 98036 Attention: Mr. Todd Echelbarger Dear Mr. Echelbarger: Earth Solutions NW«c Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Single -Family Residences, 1035 Main Street, Edmonds, Washington". Based on the results of our study, construction of the proposed single-family residential structures at the subject site is feasible from a geotechnical standpoint. Based on the results of our study, the proposed residential structures can be supported on a conventional foundation system bearing on competent native soil, recompacted native soil, or structural fill. Competent soils suitable for support of foundations should be encountered at depths of about four to six feet below existing grades across the majority of the site. Slab -on - grade floors should be supported on dense native soil, re -compacted native soil, or structural fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. This report provides a geologically hazardous areas assessment, and recommendations for foundation subgrade preparation, foundation and retaining wall design parameters, drainage, the suitability of the on -site soils for use as structural fill, and other geotechnical recommendations. The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC Henry T. night, E.I.T. Staff En neer '1805 - 136th Place N.E., Suite 201 • Bellevue, WA 98005 0 (425) 449-4704 • FAX (425) 449-4711 Table of Contents ES-3380 PAGE INTRODUCTION General Project ....... 2 SITE CONDITIONS......� i.:i'.'i. i .'i i4.. 'v. ;'; w;a�a.� ... o o ...... j'o i i 2 Surface..............,............ .. 2 Subsurface..,..,;1;". ................... ...... 2 Geologic Setting, ....... 3 ,Groundwater .............. 3 GEOLOGICALLY HAZARDOUS AREAS ASSESSMENT..�,.�..,;,,,-,,,�,,.-,: 3 Slope Reconnaissance ............................................. 3 Landslide Hazard Areas............ ..... 3 Erosion Hazard Areas ..................... ..... 4 Analysis of Pro ...................................... 5 Minimum Buffer and Building Setback, ..................... 5 DISCUSSION AND RECOMMENDATIONS, ........ ...... 5 Genera 5 Site Preparation and 6 Temporary Erosion Control......,,. .......... .......... 6 In -Situ Soils .......................... ......... 6 Structural Fill ...................................... 6 Excavations and Slopes ........................... 7 7 ..Foundations ....................... Seismic Considerations.... ...... ... ...... 8 Slab,on-Grade. Floors.........., ............ - 1, " '�*:! .... 4:.............. 8 .Retaining Walls ........................................... 8 9 ,Utility Trench Support and ....... ...... 1 9 Pavement Sections ..... ....... 9 LIMITATIONS. ........ ...... 10 Additional Services.,.._,,:_,...... ..... 10 Earth Solutions INK LLC Table of Contents Continued ES-3380 GRAPHICS Plate 1 Vicinity Map Plate 2 Boring Location Plan Plate 3 Retaining Wall Drainage Detail Plate 4 Footing Drain Detail APPENDICES Appendix A Subsurface Exploration Boring Logs Appendix B Laboratory Test Results Grain Size Distribution Earth Solutions NW, LLC GEOTECHNICAL ENGINEERING STUDY PROPOSED SINGLE-FAMILY RESIDENCES 1035 MAIN STREET EDMONDS, WASHINGTON ES-3380 INTRODUCTION General This geotechnical engineering study was prepared for the proposed single-family residential structures to be constructed at 1035 Main Street in Edmonds, Washington. To complete the scope of services detailed in our proposal PES-3380 dated May 5, 2014, we performed the following: • Subsurface exploration and characterization of soil and groundwater conditions by advancing a boring adjacent to the toe of the steep slope to the north of the property; • Laboratory testing of soil samples obtained during subsurface exploration; • Engineering analyses and recommendations for the proposed development, and; • Preparation of this report. The following documents and/or resources were reviewed as part of our report preparation; • Site Plans, prepared by Insight Engineering Co., dated March 31, 2014; • Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangle, Washington, prepared by James P. Minard, dated 1983; • Critical Areas Reconnaissance Report, Critical Areas File Number-CRA20140021 and CRA20140022, prepared by City of Edmonds; • North Edmonds Earth Subsidence and Landslide Hazard Area Summary Report, prepared by Landau Associates, dated March 14, 2007, and; • Edmonds City Code, Chapter 23.80 (Geologically Hazardous Areas). Earth Solutions NW, LLC Echelbarger Investments, LLC June 23, 2014 Project Description ES-3380 Page 2 Based on the site plan provided to us, the existing single-family residential structure and associated outbuildings will be demolished and two new single-family residential structures will be constructed. We anticipate grading activities will include cuts and fills to establish the planned building alignments. Based on the existing grades, we estimate cuts to establish building pad and foundation subgrade elevations will be on the order of up 10 to 12 feet. However, grading plans were not available at the time this report was prepared. Site improvements will also include underground utility installations. At the time this report was prepared, specific building load values were not available. However, we anticipate the proposed residential structures will consist of relatively lightly loaded wood framing supported on conventional foundations. Based on our experience with similar developments, we estimate wall loads on the order of two kips per linear foot and slab -on -grade loading of 150 pounds per square foot (psf). If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to verify the geotechnical recommendations provided in this report have been incorporated into the plans. SITE CONDITIONS .Surface. The subject site located at- 1035 Main Street in Edmonds, Washington, as illustrated on the Vicinity Map (Plate 1). The site consists of two residential tax parcels (Snohomish County parcel numbers 0434204003000 and 0434204002800) totaling approximately 0.28 acres of land area. The property is currently developed with a single-family residence and associated improvements. The majority of the site is relatively level with a gentle west descending slope. Based on site observation and review of the referenced critical areas reconnaissance report, a south descending slope with a gradient in excess of 50 percent is located to the north of the site. Vegetation within the steep slope area consists of mature trees, saplings, and ivy groundcover. The subject site is bordered to the north, east, and west by residential structures and to the south by Main Street. The Boring Location Plan (Plate 2) illustrates the approximate limits and local topography of the property. Subsurface As part of the subsurface exploration, a boring was advanced adjacent to the toe of the steep slope area to the north of the site for purposes of assessing soil and groundwater conditions. The boring was advanced to a depth of 26.5 feet below existing grade. Please refer to the boring logs provided in Appendix A for a more detailed description of the subsurface conditions. Soil conditions observed at the boring location consisted of loose to very dense silty sand (Unified Soil Classification SM) and poorly graded sand (SP) advance outwash deposits. Overall soil relative density increased with depth. Earth Solutions NW, LLC Echelbarger Investments, LLC June 23, 2014 Geologic Setting ES-3380 Page 3 According to the referenced geologic map, the subject site is underlain by advance outwash (Qva) deposits. Soil conditions observed at the boring location were generally consistent with advance outwash deposits. The National Resources Conservation Service (NRCS) Web Soil Survey indicates the site soils consist of Alderwood-Everett gravelly sandy loam. The soil conditions observed at the boring location were generally consistent with the NRCS soil mapping. Groundwater Groundwater seepage was observed during our fieldwork on May 30, 2014 at a depth of approximately five and one-half feet below existing grades, which likely represents perched groundwater. Seepage should be expected in site excavations. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater elevations and flow rates are higher during the winter, spring and early summer months. .GEOLOGICALLY HAZARDOUS AREAS ASSESSMENT,. As part of this geotechnical engineering study, the referenced chapter of the Edmonds City Code was reviewed. Per the Edmonds City Code requirements, the following topics related to development plans and site conditions are addressed. Slope Reconnaissance During our fieldwork, we performed a visual slope reconnaissance across the steep slope area to the north of the site. The main focus of our reconnaissance was to identify signs of instability or erosion hazards along the site slopes. The typical instability indicators include features such as head scarps, tension cracks, hummocky terrain, groundwater seeps along the surface and erosion features such as gulleys and rills. During the slope reconnaissance, no signs of recent, large scale erosion or slope instability were observed. The slope is vegetated with mature trees, saplings, and ivy groundcover. In general, based on the slope reconnaissance, stability of the steep slope to the north of the property can be characterized as good. Landslide Hazard Areas. With respect to landslide hazard areas, section 23.80.020 of the .Edmonds City Code defines landslide hazard areas as "areas potentially subject to landslides based on a combination of geologic, topographic, and hydrologic factors. They include areas susceptible because of any combination of bedrock, soil, slope (gradient), slope aspect, structure, hydrology, or other factors. Within the city of Edmonds, landslide hazard areas specifically include: Earth Solutions NW, LLC Echelbarger Investments, LLC June 23, 2014 ES-3380 Page 4 1. Areas of ancient or historic failures in Edmonds which include all areas within the earth subsidence and landslide hazard area as identified in the 1979 report of Robert Lowe Associates and amended by the 1985 report of GeoEngineers, Inc.; 2. Any area with a slope of 40 percent or steeper and with a vertical relief of 10 feet or more except areas composed of consolidated rock; 3. Any area potentially unstable as a result of rapid stream incision or stream bank erosion; and 4. Any area located on an alluvial fan, presently subject to, or potentially subject to, inundation by debris flow or deposition of stream -transported sediments." Based on site observation and the referenced critical areas reconnaissance report, a south - descending steep slope with gradient in excess of 50 percent is located to the north of the subject property. Per the above definition of landslide hazard areas, the steep slope to the north of the subject property classifies as a landslide hazard area based on a slope gradient of 40 percent or steeper with a vertical relief of 10 feet or more. The proposed development will not alter the landslide hazard area. Erosion Hazard Areas With respect to erosion hazard areas, section 23.80.020 of the Edmonds City Code defines erosion hazards as "at least those areas identified by the U.S. Department of Agriculture's Natural Resources Conservation Service as having a "moderate to severe", "severe", or "very severe" rill and inter -rill erosion hazard. Erosion hazard areas are also those areas impacted by shoreland and/or stream bank erosion. Within the city of Edmonds, erosion hazard areas include: Those areas of the city of Edmonds containing soils that may experience severe to very severe erosion hazard. This group of soils includes, but is not limited to, the following when they occur on slopes of 15 percent or greater: a. Alderwood :soils (15 to 25 percent slopes); b. Alderwood/Everett series (25 to 70 percent slopes); c. Everett series (15 to 25 percent slopes); 2. Any area with slopes of 15 percent or greater and impermeable soils interbedded with granular soils and springs or ground water seepage; and 3. Areas with significant visible evidence of ground water seepage, and which also include existing landslide deposits regardless of slope." Earth Solutions NW, LLC Echelbarger Investments, LLC ES-3380 June 23, 2014 Page 5 As previously indicated, the on -site soils are generally consistent with Alderwood-Everett gravelly sandy loam. Based on the Edmonds City Code definition, the steep slope area to the north of site classifies as an erosion hazard area. The proposed development will not alter the erosion hazard area. Analysis of Proposal The proposed development will involve demolition of the existing single-family residential structure and associated outbuildings and construction of two new single-family residential structures. Based on the.referenced site plans, the grading will involve cuts and fills to establish level building pad areas. Based on the information provided to us, the proposed development will not impact the landslide hazard and erosion hazard area and adjacent properties. Based on the results of our study, in our opinion, the proposed development will not increase the threat of the geological hazard to adjacent properties beyond predevelopment conditions and will not adversely impact other critical areas. Minimum Buffer and BuIldingg Setback Based on the results of our study and our understanding of the proposed development, in our opinion, the proposed development should incorporate a minimum no -disturbance buffer of 10 feet and a minimum building setback of 15 feet from the landslide hazard area. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, in our opinion, construction of the proposed residential structures at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include foundation support, temporary excavations, retaining walls, and the suitability of the on -site soils for use as structural fill. The proposed structures can be supported on conventional spread and continuous foundations bearing on undisturbed competent native soil, recompacted native soil, or structural fill. Competent soils suitable for support of foundations should be encountered at depths of approximately four to six feet below existing grades across the majority of the site. Slab -on - grade floors should be supported on dense native soil, re -compacted native soil, or structural fill. Organic material exposed at subgrade elevations must be removed below design elevation and grades restored with structural fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. This study has been prepared for the exclusive use of Echelbarger Investments, LLC and his representatives. No warranty, expressed or implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Earth Solutions NW, LLC Echelbarger Investments, LLC ES-3380 June 23, 2014 Page 6 Site Preparation and Earthwork Based on the referenced site plans and given the existing topography, we anticipate grading for the project will involve cuts of up to 10 to 12 feet to establish building pad and foundation subgrade alignments. Silt fencing and temporary erosion control measures should be placed along the perimeter of the site prior to beginning grading activities. Temporary Erosion Control Temporary construction entrances, consisting of at least six inches of quarry spalls can be considered in order to minimize off -site soil tracking and to provide a temporary road surface. Silt fences should be placed along the margins of the property. Interceptor swales and a temporary sediment pond may be necessary for control of surface water during construction. Erosion control measures should conform to the Washington State Department of Ecology (DOE) and City of Edmonds: standards. In -Situ Soils From a geotechnical standpoint, the soils encountered at the boring location are generally suitable for use as structural fill. However, successful use of the on -site soils will largely be dictated by the moisture content of the soils at the time of placement and compaction. The site soils were generally in a moist to wet condition at the time of the exploration on May 30, 2014. Based on the conditions encountered during our fieldwork, the site soils will generally have a moderate sensitivity to moisture. During periods of dry weather, the on -site soils should generally be suitable for use as structural fill, provided the moisture content is at or near the optimum level at the time of placement. Successful placement and compaction of the on -site soils during periods of precipitation will be difficult. If the on -site soils cannot be successfully compacted, the use of an imported soil may be necessary. Imported soil intended for use as structural fill should consist 'of a well -graded granular soil with a moisture content that is at or near the optimum level. During wet weather conditions, imported soil intended for use as structural fill should consist,of a well -graded granular soil with a fines content of 5 percent or less defined as the percent passing the Number 200 sieve, based on the minus three-quarter inch fraction. Structural Fill Structural fill is defined as compacted soil placed in foundation, slab -on -grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and compacted to a relative compaction of 90 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D-1557). For soil placed in utility trenches underlying structural areas, compaction requirements are dictated by the local city, county, or utility district, and in general are specified as 95 percent relative compaction. The upper 24 inches of foundation subgrade areas and the upper 12 inches of slab -on -grade and pavement subgrade areas should be compacted to a relative compaction of at least 95 percent. Earth Solutions NW, LLC Echelbarger Investments, LLC June 23, 2014 Excavations and Slopes ES-3380 Page 7 The Federal Occupation Safety and Health Administration (OSHA) and the Washington Industrial Safety and Health Act (WISHA) provide soil classification in terms of temporary slope inclinations. Based on the soil conditions encountered at the boring location, the loose to medium dense native soils encountered in the upper approximately four to six feet of the boring location and where fill and/or groundwater seepage is exposed are classified as Type C by OSHA/WISHA. Temporary, slopes over four feet in height in Type C soils must be sloped no steeper than 1.5H:1V (Horizontal:Vertical). Medium dense to dense native soils encountered below approximately four to six feet where no groundwater seepage is exposed would be classified as Type B by OSHANVISHA. Temporary slopes over four feet in height in Type B soils must be sloped no steeper than 1 H:1V. The presence of perched groundwater may cause caving of the temporary slopes due to hydrostatic pressure. ESNW should observe site excavations to confirm the soil type and allowable slope inclination are appropriate for the soil exposed by the excavation. If the recommended temporary slope inclination cannot be achieved, temporary shoring may be necessary to support excavations. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with vegetation to enhance stability and to minimize erosion. A representative of ESNW should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions, and to provide additional excavation and slope recommendations, as necessary. Foundations Based on the results of our study, the proposed residential structures can be supported on conventional spread and continuous footings bearing on competent native soil, recompacted native soil, or structural fill.. Based on the soil conditions encountered at the boring location, competent native soils suitable for support of foundations should be encountered at depths of about four to six feet below existing grades. Where loose or unsuitable soil conditions are observed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with granular structural fill will be necessary. Organic material exposed at foundation subgrade elevations must be removed and grades restored with structural fill. Provided the structures will be supported as described above, the following parameters can be used for design of the new foundations: • Allowable soil bearing capacity 2,500 psf a. Passive earth pressure 300 pcf (equivalent fluid) 4 Coefficient of friction 0.40 A one-third increase in the allowable soil bearing capacity can be assumed for short-term wind and seismic loading conditions. Earth Solutions NW, LLC Echelbarger Investments, LLC ES-3380 June 23, 2014 Page 8 With structural loading as expected, total settlement in the range of one inch is anticipated, with differential settlement of about one-half inch. The majority of the settlements should occur during construction, as dead loads are applied. Seismic Considerations The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class D, should be used for design. In our opinion, the site is not susceptible to liquefaction. The soil relative density and the absence of an established shallow groundwater table is the primary basis for this opinion. Slab -On -Grade Floors Slab -on -grade floors should be supported on a firm and unyielding subgrade consisting of competent native soil or at least 12 inches of structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four inches of free -draining crushed rock ,or gravel should be placed below the slab. The free -draining material should have a fines content of 5 percent or less defined as the percent passing the Number 200 sieve, based on the minus three-quarters inch fraction. In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If used, the vapor barrier should consist of a material specifically designed to function as a vapor barrier and should be installed in accordance with the manufacturer's specifications. Retaining Walls If retaining walls will be utilized, they should be designed to resist earth pressures and applicable surcharge loads. The following parameters can be used for retaining wall design: • Active earth pressure (yielding condition) 35 pcf • At -rest earth pressure (restrained condition) 50 pcf • Traffic surcharge (passenger vehicles) 70 psf (rectangular distribution) • Passive earth pressure • Coefficient of friction • Seismic surcharge *Where H equals retained height 300 pcf M I' 6H* (active) 12H* (at -rest condition) Earth Solutions NW, LLC Echelbarger Investments, LLC ES-3380 June 23, 2014 Page 9 Where sloping or other surcharge conditions will be present, supplement recommendations and design earth pressure values should be provided by ESNW. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design. Retaining walls should be backfilled with free -draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable soil, if desired. A perforated drain pipe should be placed along the base of the wall, and should be connected to an approved discharge location. A typical retaining wall drainage detail is provided as Plate 3. Drainage Groundwater seepage was observed during our fieldwork on May 30, 2014 at a depth of approximately five and one-half feet below existing grades, which likely represents perched groundwater. Seepage should be expected in site excavations, particularly in the winter, spring and early summer months. Temporary measures to control groundwater seepage and surface water runoff during construction will likely involve passive elements such as interceptor trenches and sumps, as necessary. Surface water should not be allowed to runoff over sloped areas and should not be allowed to pond near the top of sloped areas or retaining structures. Surface grades must be designed to direct water away from buildings. The grade adjacent to buildings should be sloped.away from the buildings at a gradient of at least 2 percent for a horizontal distance of ten feet. In our opinion, perimeter footing drains should be installed at or below the invert of the building footings. A typical footing drain detail is provided on Plate 4 of this report. Utility Trench Support and Backfill. In our opinion, the soils observed at the boring location are generally suitable for support of utilities. In general, the soils observed at the boring location should be suitable for use as structural backfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable requirements of the City of Edmonds. Pavement Sections The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the Site Preparation and Earthwork section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas of unsuitable or yielding subgrade conditions may require remedial measures such as overexcavation and replacement with structural fill or thicker crushed rock sections prior to pavement. Cement treatment of the subgrade soil can also be considered for stabilizing pavement subgrade areas. Earth Solutions NK LLC Echelbarger Investments, LLC ES-3380 June 23, 2014 Page 10 For relatively lightly loaded; pavements subjected to automobiles and occasional truck traffic, the following sections can be considered for preliminary design: • Two inches of hot mix asphalt (HMA) placed over four inches of crushed rock base (CRB), or; • Two inches of HMA placed over three inches of asphalt treated base (ATB). The HMA, CRIB and ATB materials should conform to WSDOT specifications. LIMITATIONS. The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the boring location may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services during,'construction. Earth Solutions NW, LLC r.S iiK:M PAV t IkttH• 0.1 zp�RtIs !a a cce tar •. � a• 1biS1if :w i i fie .Ar $F i ' t SP. ST • INEb.i.-,6Yi✓g,34'?IW.;''��.r+. rt NAR4i�. ^ � 13 r urn n ems. At } ��6 S it IF p( i= �S• Rrr r r' �zGMry ., � �. I _,9a tgp6k 578 � Pict a (t,•,. 3$ s + ,y�,� � i� rxrf� WT"�7k:A h 3 Tun« rc.�• � • �r�vsx�l'r' ...._.,,� • � tnt 't . Gt if;., POW O1YAgMCr $ r: �y,. t ^ 5' y lZ,P. • .1.._ LCACii' tit: W 'i i `4 . ANAE - � i 'tL• ' I3t AA IT �'�j Dw6AJil C. r a23'Piia p 'iwn nip iT41 N ALN rRv , p PA '� aGr n ry► t a ` i -_• ., '*,� • . „ �ItkF►tti � �`� �{ lac � pie s P7,rt7,,pL MY 30 '!• ; t �` � � .Y'4 err, C' y vt � C ''C'' _._._.att CUA rp —ilk"' �. ! �' (,A. ' ,. 5T r. • '+' v -�• tLa rIS tl tyIs SIS Reference: NORTH 0. Snohomish County, Washington Map 454 By The Thomas Guide Vicinity Map Rand McNally 1035 Main Street 32nd Edition Edmonds, Washington NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GLS Date 06/19/2014 Proj. No. 3380 responsible for any subsequent misinterpretation of the information Checked HTW Date June 2014 Plate 1 resulting from black & white reproductions of this plate. I I I I I ( I ( I I I 220 210 ALLI=1' • 204 206 208 212 214 216 218 _ I+ �-1 •``F� Shed f House Concrete Driveway 220 218 l I ) yGarage I \ \ t l 1 Hoe II I / II II 1 I 216 I i II I Gravel I Driveway 021' I I r + / ` 1214 1 ; Lot B'! { Lot,'A i A 204 206 208 MAIN LEGEND g-1-i— Approximate location of ESNW Boring, Proj. No. ES-3380, May 2014 I Subject Site Existing Building NOTE: The graphics shown on this plate are not intended for design purposes or precise scale measurements, but only to illustrate the approximate test locations relative to the approximate locations of existing and / or proposed site features. The information illustrated is largely based on data provided by the client at the time of our study. ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. NOTE: This plate may contain areas of color. ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 210 STREET NORTH �hb.- 0 15 30 60 1"=30' Scale in Feet A Vicinity Map 1035 Main Street Edmonds, Washington Drwn. GLS Date 06/19/2014 Proj. No. 3380 Checked HTW Date June 2014 Plate 2 II —III— ( r NOTES: 18" Min. 0 0 O ° o O 0 V ° ° 00 o 0 � o A 0 00 ° ° ° Oo ° OO O 0000 0 00 0 0 0 O 00.00 0 p o 0000 o o 0 °0 ° p 0 0 ° °° 0 0 0 0 0 00°0 0 0 0 0 ° Vo o 00 0 ° D o n O o 0 0° o o O o O °° ° 0p o o 0 o0 0 0 00 op o o °� o °o 0 0 o 0 0 00 po ° o 0 0 oQ� 0p°o o0co 0 O° Oo 0 0 p 0o O 00 ° 0 0° 0 0 ° ° ° V °° ° 0 ° °° 0 ° /��/(p� ° ° 00 O ° ° 0 °O o o S ° ° ° o ° o p o ° °0 o ° ° G ° ° 0 o ° ° 0 O o o0 0 co ° p 00 0 0 p 0 00 ° 0 ° 0 0000° 00 000 e 00 O a 0 p 0000 0 .0 0 p0 • Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. • Sheet Drain may be feasible in lieu of Free Draining Backfill, per ESNW recommendations. • Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock. LEGEND: 0.0 0 p 'o0 p Free Draining Structural Backfill ° ° ��ti�tifti�ti ,r;r 1 inch Drain Rock LEN Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING pp� 5. RETAINING WALL DRAINAGE DETAIL 1035 Main Street Edmonds, Washington Drwn. GLS Date 06/23/2014 Proj. No. 3380 Checked HTW Date June 2014 Plate 3 Perforated Rigid Drain Pipe (Surround with 1" Rock) NOTES: • Do NOT tie roof downspouts to Footing Drain. • Surface Seal to consist of 12" of less permeable, suitable soil. Slope away from building. LEGEND: Surface Seal; native soil or other low permeability material r•r•r•r•r rti•ti•ti•ti• •r•r•r•r r; f.rtij:r 1 Drain Rock SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING FOOTING DRAIN DETAIL 1035 Main Street Edmonds, Washington Drwn. GLS Date 06/23/2014 Proj. No. 3380 Checked HTW Date June 2014 Plate 4 r -'Up Appendix A Subsurface Exploration ES-3380 The subsurface conditions at the site were explored by advancing one boring at the approximate locations illustrated on Plate 2 of this report. The boring logs are provided, in this Appendix. The subsurface exploration was completed on May 30, 2014. The boring was advanced to a maximum depth of 26.5 feet below existing grades. Logs of the boring advanced by ESNW are presented in Appendix A. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solutions NW, LLC Earth Solutions NWLLC SOIL CLASSIFICATION CHART . ......... MAJOR DIVISIONS SYMBOLS TYPICAL DESCRIPTIONS GRAPH LETTER' GRAVEL AND CLEAN GRAVELS ' Grr WELL -GRADED GRAVELS, GRAVEL- SAND MIXTURES, LITTLE OR NO FINES u ° °°Ll°`: �pQo 0 Q o GP POORLY -GRADED GRAVELS, OR GRAVEL -SAND MIXTURES, LITTLE FINES GRAVELLY SOILS (LITTLE OR NO FINES) COARSE GRAINED SOILS MORE THAN 50% OF COARSE' GRAVELS WITH FINES ° n °° ' : a 4 .; GM SILTY GRAVELS, GRAVEL -SAND - SILT MIXTURES FRACTION RETAINED ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) G`. CLAYEY GRAVELS, GRAVEL - SAND - CLAY MIXTURES SAND AND CLEAN SANDS .,> SW WELL -GRADED SANDS, GRAVELLY SANDS, LITTLE OR NO FINES MORE THAN 50% OF MATERIAL IS SP POORLY -GRADED SANDS, GRAVELLY SAND, LITTLE OR NO FINES LARGER THAN NO. 200 SIEVE SIZE SANDY SOILS (LITTLE OR NO FINES) SANDS WITH FINES ?' .:: SM SILTY SANDS, SAND - SILT MIXTURES MORE THAN 50% OF COARSE FRACTION PASSING ON NO. 4 SIEVE (APPRECIABLE AMOUNT OF FINES) SIC CLAYEY SANDS, SAND - CLAY MIXTURES INORGANIC SILTS AND VERY FINE . ML SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS OR CLAYEY SILTS WITH SLIGHT. PLASTICITY FINE GRAINED SOILS SILTS LIQUID LIMIT CLAYYS LESS THAN 50 CL INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, LEAN CCCLAYS, SANDY L CLAYS, SILTY OL ORGANIC SILTS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY MORE THAN 50% OF MATERIAL IS MH INORGANIC SILTS, MICACEOUS OR DIATOMACEOUS FINE SAND OR SMALLER THAN SILTY SOILS NO.200 SIEVE CH INORGANIC CLAYS OF HIGH PLASTICITY SIZE SILTS LIQUID LIMIT CLAYSAND GREATER THAN50 OHI ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS HIGHLY ORGANIC SOILS ' ''��' �"' PT PST, HUMUS, SWAMP SOILS WITH HIGH ORGANIC CONTENTS DUAL SYMBOLS are used to indicate borderline soil classifications. The discussion in the text of this report is necessary for a proper understanding of the nature of the material presented in the attached logs. Earth Solutions NW BORING NUMBER B-1 1805 -136th Place•N.E., Suite 201 PAGE 1 OF 2 Bellevue, Washington 98005 Telephone: 425-449-4704 Fax: 425�49-4711 CLIENT Echelbarger_Investments, LLC � , _ _. PROJECT NAME.. 1035 Main Street PROJECT NUMBER .3380 . .___.v :, PROJECT LOCATION Edmonds .W_Wash.ingtonr _._ .—...._,_.._ DATE STARTED 5/3011.4 � .. COMPLETED .5/30/14 . GROUND ELEVATION 205 ft HOLE SIZE. DRILLING CONTRACTOR Boretec GROUND WATER LEVELS: DRILLING METHOD.. HSA.. _ _ ___ ._ AT TIME OF DRILLING LOGGED BY _ HTW_._. _ _-� CHECKED BY HTW _ _ . AT END OF DRILLING NOTES .Brambles AFTER DRILLING. - W a � Of } N W U wa Co m O j TESTS O MATERIAL DESCRIPTION U cY cUY Uz <Z W it ■ 15 to medium dense, damp to moist SM. Black poorly graded SAND with silt, loose, wet — SP [USDA Classification: gravelly SAND] SS 100 5-4-4 = MC 25.40% SM (8) Fines = 8.60% 6.5 -moderate seepage Brown silty SAND, medium dense, wet [USDA Classification: SAND] S.S 100 6-8-10 MC = 23.10% (18) Fines = 4.00 /o SM SS 100 11(33)1 S MC = 27.20% rI Ind SS) 100 ` 20-50/5" I MC = 19.90% Gray poorly graded SAND, very dense, moist to wet tc;onunuea ivext rage/ Earth Solutions NW BORING NUMBER B-1 1805 - 136th Place N.E., Suite 201 PAGE 2 OF 2 Bellevue, Washington 98005 Telephone: 425-4494704 - Fax: 425 449-4711 CLIENT Echelbarger Investments,.LLC _ PROJECT NAME -.1035 Main.Street PROJECT NUMBER 3380 -- _: „___ _,w. _ _- _ .- _ ;...;;;-,: PROJECT LOCATION Edmonds; Washington .--... wa. o w a? 0 o> TESTS Q. O MATERIAL DESCRIPTION m Qz W UZ U' c 20 Gray poody;gra&&SAND, verydense; moist to wet (conffnued) SS 100 19-50 MC = 21.40% SP Gray silty SAND, very dense, wet 25_. SM [USDA Classification: loamy SAND] SS 100 16 36- MC - 22.00% 50/3" Fines = 23.70% —. ----.. 26.5.. 178.5 Boring terminated at 26.5 feet below existing grade. Groundwater seepage encountered at 5.5 feet during drilling. Boring backfilled with bentonite. Bottom of hole at 26.5 feet. Appendix B Laboratory Test Results ES-3380 Earth Solutions NW, LLC DISTRIBUTION-5 Earth Solutions NW GRAIN SIZE - 136th Place N.E., Suite 201 Bellevue, WA 98005 Telephone: 425-284-3300 CLIENT. Echelbargher Investment LLC PROJECT NAME 1035 Edmonds. PROJECT NUMBER ES-3380 PROJECT LOCATION Edmonds U.S. SIEVE OPENING IN INCHES. . ,, I ,U.S. SIEVE NUMBERS I,. HYDROMETER 6 4_ i3. 2: 1.5 1 112 3 6 .8 ,:1416 20 30 .40 50 60, 100140 200 . too I 90 _ 85 - - 80 75 70 - .... ...... ._.:. _ 65 - - c7 60 - r 55 m - z � 45 z w Ix - - a 35 30 >2 , 20 — 15 10 — - -- 5 _ — 0 _ 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS —_- COBBLES _ GRAVEL SAND _ SILT OR CLAY coarse fine coarse medium fine .. _ Specimen Identification Classification LL PL PI Cc Cu. O B-1 5.0ft. _ USDA: Black Gravelly Sand. USCS: SP-SM°with Gravel. 1.00 6.49 ® B-1 7.5ft. USDA: Brown Sand. USCS: SM. n B-1 25:Oft. USDA: Gray Loamy Sand. USCS: SM., ...., ........ - Specimen Identification D100 D60 D30 D10 %Silt %Clay O B-1 5.Oft. 19 0.59 ........ .... . 0.232 0.091 --- 8.6 _ ........ ........ . _ ®TB-1 7.5ft. 9.5 0.241 0.157 — 14.0 w A- B-1 25.0ft. 4.76 0.228 0.148 23.7 N Report Distribution ES-3380 EMAIL ONLY Echelbarger Investments, LLC 4001 —198th Street Southwest Lynnwood, Washington 98036 Earth Solutions NW, LLC E EDP STREET FILE Certificate of Occupancy Building Division This certificate is issued in accordance with the requirements of Section 111 of the 2012 International Building Code certifying that at the time of issuance this single family residence was in compliance with the applicable provisions of the codes and ordinances of the city regulating construction and use of buildings. Description: 64 - Single Family Residence New Site Address: 1037 MAIN ST, EDMONDS Permit No: BLD20140381 Construction Type: VB Parcel No: 00434204002800 Owner: ECHELBARGER INVESTMENTS Occupancy Group: R-3/U 4001 198TH ST SW #2 LYNNWOOD, WA 98036 ilding Official POST IN A CONSPICUOUS PLACE 04/21/2015 Date Issued Inc. 1Sc)0 r CITY OF EDMONDS 0 121 5th AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 www.edmondswa.gov DEVELOPMENT SERVICES DEPARTMENT April 29, 2014 MEMO TO: Edmonds School District Verizon Northwest SNOCOM Police and Fire Dispatch SNOPAC Snohomish County E911 U.S. Post Office Snohomish County Assessor's Office Snohomish County Information Services Snohomish County P.U.D. Puget Sound Energy Fire District 1 Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest Allied Waste DAVE EARLING MAYOR Please be advised that the attached addresses have been added to the Edmonds address system. New address: 1037 Main St Parcel: 00434204602800 If you have any questions regarding this letter, please contact a City of Edmonds Permit Coordinator at 425-771-0220. Please contact our office if you wish to be removed from future address change notifications. Sincerely, -CM Linda Thomquist Permit Coordinator Cc: file, • Incorporated August 11, 1890 • Sister City - Hekinan, Japan Page 1 of 3 Sn o h o m i s h Online Government Information S Services Cou my A� � 0 uj �L Washington 1 �/S� -4l� A� ' Property Account Summary Parcel Number 00434204002800 Property Address 1035 MAIN ST, EDMONDS, WA 98020-2908 Parties - For chap es.use 'Other Property Data' menu Role Percent Name Mailing Address Taxpayer 100 ECHELBARGER INVESTMENTS LLC 4001 198TH ST SW #2, LYNNWOOD, WA 98036 Owner . 100 ECHELBARGER INVESTMENTS LLC 4001 198TH ST SW STE 2, LYNNWOOD, WA 98036 General Information Property Description Section 24 Township 27 Range 03 Quarter SE CITY OF EDMONDS BLK 040 D-00 - LOTS 28 & 29 Property Category Land and Improvements Status Active, Locally Assessed Tax Code Area 00210 Property Characteristics Use Code 910 Undeveloped (Vacant) Land Unit of Measure Acre(s) Size (gross) 10.15 telated Properties No Values Found fictive Exemptions No Exemptions Found Installments Pa able Tax Year Installment Due Date Principal Interest, Penalties and Costs Total DuelCumulative Due Select to Pay 2014 1 04/30/20141,767.80 0.00 1,767.80 1,767.80 2014 2 10/31/20141,767.80 0.00 1,767.80 3,535.60. O Statement of Payable/Paid For Tax Year: Distribution of Current Taxes District Rate Amount CITY OF EDMONDS 0.17 19.06 CITY OF EDMONDS 2.11 242.33 EDMONDS SCHOOL DISTRICT NO 15 4.65 534.76 PORT OF EDMONDS 0.11 12.60 PUB HOSP #2 0.11 12.18 SNO-ISLE INTERCOUNTY RURAL LIBRARY 0.50 57.45 SNOHOMISH COUNTY-CNT 1.08 123.94 STATE 2.38 273.96 TOTALS 11.11 1,276.28 Property Values https://www.snoco.org/proptaxl(ksuvOx55dopOoz45hbt5f42d)/search.aspx?parcel_nUmber=00434204002800 3/20/2014 Page 1 of 1 1D29 BELL 5T 1fl43� BELL Tq1 �BELUL5Tyg55 BELL STD>` ate'-�_ 1101 EMERALD HILLS ID ' e •� "� o ' i' i�ll9 flLYMPIC. V � �`F --.� BELL I'll �— t- .. 4 .� ��I Y` 111 �L NIPICPI.VJ f, " � �`lmm434�tD40m�80m .r o _ `UB5 h+IAIN T t g 1 4- MAIN 1 sMx lx)g OL8mpiIG 4'J UN7Cf CDW �1CNOW�1 V fi . t. XPI UNKhOW I FNKN0U1� �•; F� 9583 80'4VDDI ' LVk�Y�c� 00 'p,C6,e, 3z C46ez�� ss -ro o Lo�� M At v-� �f http://gis.snoco.org/output/Assessor_pmz-arcims446044884454jpg 3/20/2014 Filed for Record By: Pacific Coast Surveys, Inc. PO Box 13619 Mill Creek, WA 98082 STORM DRAIN EASEMENT 00434204003000 AND 00434204002800 NW 1/4, SE 1/4, SEC.24, T.27N., R.3E., W.M. THE GRANTOR, Echelbarger Investments LLC, a Washington limited liability corporation, their heirs, successors and assigns, as owners of the following described property: Lots 30 and 31, block 40, city of Edmonds per the plat recorded in Volume 2 of plats, page 39, records of Snohomish County, Washington. Situate in the county of Snohomish, State of Washington. For and in consideration of mutual benefit and other valuable consideration, the receipt of which is hereby acknowledged, grants and conveys to THE GRANTEE, Echelbarger Investments LLC, a Washington limited liability corporation, their heirs, successors and assigns, as owners of the following described property: Lots 28 and 29, block 40, city of Edmonds per the plat recorded in Volume 2 of plats, page 39, records of Snohomish County, Washington. Situate in the county of Snohomish, State of Washington. A non-exclusive easement for storm drainage purposes, over, under, across and upon the following described property: The South 10.00 feet of Lots 30 and 31, block 40, city of Edmonds per the plat recorded in Volume 2 of plats, page 39, records of Snohomish County, Washington. Situate in the county of Snohomish, State of Washington. This easement shall be a covenant running with the land and shall be binding upon the parties hereto, their successors and assigns Dated , 2014 GRANTOR GRANTEE By: By: Todd Echelbarger Todd Echelbarger PAGE 1 OF 2 STATE OF WASHINGTON') - )SS COUNTY OF SNOHOMISH) On this day personally appeared before me, Todd Echelbarger, to me known to be the vice president of Echelbarger Investments, LLC and who executed the within and foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed, for the use and purpose therein mentioned. Notary Public in and for the State of Washington, residing at: My commission expires: STATE OF WASHINGTON ) ) SS COUNTY OF SNOHOMISH) On this day personally appeared before me, Todd Echelbarger, to me known to be the vice president of Echelbarger Investments, LLC and who executed the within and foregoing instrument, and acknowledged that he signed the same as his free and voluntary act and deed, for the use and purpose therein mentioned. Notary Public in and for the State of Washington, residing at: My commission expires: PAGE 2 OF 2 IDS1 M14-77N-) ED rvi 0 t,3-c)s, -on SiN�� ILE 5tocx CA 20, tl- MALT -ND 'S'-r �EET- C5 .0 7- 1% -TJ f e, 2, - 4 9 ;Zq"CW) 7-v L BOTTOM OF 407o SLOPE _ _ ALLEY ` \ ` WOOD FENS ` W N 89'36'06" W 60.00' 1 \ \� I LANDING �% \ Mel- I I I \\ PATIO -� I I W LOTA� \I J - — 6,602 S.F. o \ FN 0434204002800 , k q W 2 I � I I- � I I HOUSE o I I FF=212 FOOTING EL: 207.75 i I I , OI -1 5' I ` I I BSBL PORCH i _ & — POST (TYP.) I i PORCH I PROPOSED WATER I LINE 5' WALKWAY I PROPOSED PHONE, CABLE & POWER LINE PROPOSED SEWER LINE I : ' �� :: `.. m N / PROPOSED DRAINAGE m SET MAG & SHINER N / 77536" AT CbRkER +.a ° d <. :. a CGNV RETE...WALK .. ° z W Q r l EX. POWER Vy / 205't � a POLE ! / o� zg �,o� / 9 (TO REMAIN) o o ; PROPOSED GAS LINE fin/ N — — A- N 89'36'01 " W 1308.32' I I \ MANST RETE WALK ,-�. ' Q°1 a a - EN APPRO NOT D Dater AP ROVED BY PLA N'NG 8 13 I 'Lone %ZS�O Corner Flag Setbacks Required Actual Front � Zo Z( Sides c-40 57- SCALE: 1" = 20' Rear Other 0 10 20 Height Z � Z y ? SITE AREA: 6,602 SQUARE FEET LOT SLOPE EQUIPMENT & PROCEDURE METHOD OF SURVEY. SURVEY PERFORMED BY FIELD TRAVERSE INSTRUMENTATION: LEICA TCRA 1205 ROBOTIC ELECTRONIC TOTAL STATION PRECISION: MEETS OR EXCEEDS STATE STANDARDS WAC 332-13D-090 BASIS OF BEARING: THE MONUMENTED CENIERUNE OF IITH AVENUE, AS THE BEARING OF N00.00'03'E. tELEV MCONCRETE MONUMENT IN CASE HE INTERSECTION OF 11TH AND BELL ATION = 251.11' TBM IX. CB RIM: 202.56' DATUM: NAVD 88 ENGINEER SURVEYOR NORTHEAST - SOUTHWEST 220- 208 = 12 �� INSW ENGRAM INC COMPANY PO BOX 1478 EVERETT, WA 98206 12 VERTICAL FEET = 9.6% SLOPE CONTACT.• BRAN R. KAIAB, P.E. PH: (425) 303-9363 125 LINEAR FEET FAX: (425) 303-9362 HEIGHT CALCULATION A= 208.3 B= 216.6 C= 214 - 847.2/4 = 211.8 AVERAGE GRADE= 211.8 ACTUAL BUILDING HEIGHT= 236.5 MAXIMUM BUILDING HEIGHT= 236.8 i LOT COVERAGE. RESIDENCE 2,180 SQUARE FEET INC. COVERED PATIO, PORCH & GARAGE TOTAL 2,180 SQUARE FEET 2,180 / 6,602 33% MAXIMUM LOT COVERAGE IMPERVIOUS COVERAGE: RESIDENCE 2,267 SQUARE FEET (including overhangs and Patio) Y 700 SQUARE FEET �,,� FICEAY 60 SQUARE FEET TOTAL 3,027 SQUARE FEET a RE 3 U ?ePao,(�4-o391 AUG 11 2u r�l NOTE: 1. SEE GRADING/TESC AND DRAINAGE/UTILITY PLANS BUILDING, DEPAF,7.WENY FOR MORE INFORMATION. C!"dY S?7 7?;WO:dDS 2. ALL UTILITIES WILL BE INSTALLED UNDERGROUND. 1 I PACIFIC COAST SURVEYS. INC. PO BOX 13619 MILL CREEK, WA 98082 CONTACT: DARREN J. RIDDLE PH. (425) 508-4951 FAX: (425) 357-3577 APPLICANT/ OWNER EiMBERGER INVE57MENE. LLC 4001 198TH ST. SIN, SUITE 2 LYNNWOOD, WA 98306 PH: (425) 673-1100 LEGAL DESCRIPTION LOTS 28 AND 29, BLOCK 40. CITY OF EDMONDS, AS PER PLAT RECORDED IN VOL 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH COUNTY, SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGR SITE ADDRESS. 1035 MAIN ST. EDMONDS; WA 98020 TAX ACCOUNT NO.'S: 0434204002800 NW 1/4, SE 1/4, SEC.24, T.27N., RJE., W.A SNOHOMISH COUNTY 1037MAN ST. DESIGNED BYDATE: SCALE: JOB NO.: JRC 03-31-2014 1 1 "=20' 14-0646 SITE PLAN E985 INSIGHT 6NGIN6BQING CO. P.O. BOX - 1478 EVERETT, WA 98206 (425) 303-9363 (425) 303-9362 FAX INFO@ INSIGHTENGINEER1 NG.NET I' A$e;�.m I �.%�,"; r t 1. •p.;! � vq}� t - . v I I v ' r �� 5i /� � 41s NI'tlNW 114, iSE 114, SEC-24, T.27N., ME., W.M. _ _ \ _ _ - -- N�11�HSHC��;-WA��CTDN _ _ FOUNO REBAR W/CAP� ��_i�' \`_ �,\\ ,\\ (,. !-_` \ �/ - _/ - _ � �� 50 ��- - BOTTOM OF _ - 35LF, 6 0 PVC 5% � \ STAMPED LS&�A 918191 i „-_.� -�;, `� 1 ' `\ ' \ 40% SLOPE 24 0.2'(W) & 0.7'(S� /,._-4 _-�6,f �\ _ M�\S �„ �\ �-'�� \ ��_, 8 / /, \ RIM=213.5 F >< ,Nam. T, \ Wok _ \F IE=211 (E,. W) OF CORNER F i �� x FE�1/ ,< . , - _ _ l� F • N 89 36 6 W 60.00 I• I I t I I X X� x XALLEY --}--------- 1 \ \ \ YD#3 / �� \/ WALL DRAIN RIM=210 i O� I 71 0 I \ \ P I 92LF, 6"0 PVC @ 4.227. ' T/TAT/ 1 144" /I CAR Y�/ I o I- e I 1 I C /I PORT /1 ti dA r. II ' I GARAGE I � C) � /� // IT a --.ter I --t - - �• � WOOD FENCE '�' � � I LLJI LOT B/ I ,I LOT A, i ts I 6 I S. _ 11 , - 6, 602 S. F.co / 0434204003000��'N 602. F AFN 043420400280032/1/��/1/1 O I/ q „ ► I I 114 " C.O. II \ I / Z SD R21 = MIII ' W I I \ • :. :. � I I I I I\ Co ,IE=205 USE / I i 35 p / / 'I 1 FF=212 I I' I / FOOTING EL: 207.75 CROOFIFOOTING DRAIN I `RIM=212.4 I // 10 IE=207.5 SW / M (TBR 24 I /1� I / II 28LF, 14 '0 PVC @ 14.21 Z I 74 d . I ° 16 to 6 0 PVC @ 9. . . . .. a . - , ------ - GRAVEL CB#1 e I ;, (CONTROL STRUCTURE e p„ (SEE DL•TAIL) I CONCf�ETE ' T`iPE 2-48 0 S I : Q DRIV�y , ° ,� I: ..; :. :. ' :. i .' ...: I RIM=208.5 IF�204-25, 24 0 (E, _ IE=204.25, 870 (S) "0 U - i t IE=205.75, 6 (N, SE) j -- I 1LF, 6"0 PVC @ 1% --- I -- ----- --4 - - _ v,.. 3LF, 8"0 PVC @ 1% d a I ° ' d I Q ° I ^vd. d. -- SD SD SD D W W / W W / W- W W FOUND T41CK IN LEAD 10' W W W ° DRAINAGE YD#1 W W/ / EASEMENT RIM=208 NO SHIN(R 0. % (W) �l IE= v04.11 Lx-00 YARD DRAIN TO O OF CORINER CJ (�� COLLECT DRIVEWAY j�/ RUNOFF / l 3LF, 870 PVC @ 3.67 0 RIM=208.5 / I 17EW IE=205.76 � �®WNER/CONTRAGT� I� RESpOf�J �F"s"ra sID RIM=208.5 EROSIQ N CONTROL AND DRAT Gj, @ 1 98% / J ,�- / S, / lE=204.22 (N, W) / I - 4 - - - _ I I \.. ACCEPTABLE TIGH IE: 194.05 \\ PROPOSED 6" CLEANOUT WITH „ \ MATERIAL \ \12" CAST IRON LAMPHOLE COVER N 890 36 01 W \ 'AND 1 2" HEX BOLTS. 1 - 1308.32'�� ,R, ,r A "MAIN \ ALL EXPOSED SURFACES TO\ \ \ \ C0 -y V 1N 2 DAYS \\ \\ \\ Cn � I m \ O CN 1 / LLJ U w I x \� � I PROPOSED I 4' BLOCK WALL - PA&K x0 I O I R I w I I I x ^ i op I - DIRECT D/W RUNOFF TO 11�5 YARD DRAIN (TYP.) I I PROPOSED I x GAS LINE TO HOME 5' I I BSBL I t�s I�b I* 3S60 IMP 38LF, 2410 DETENTION PIPE @0.5% (SEE PIPE SPECS) 1 " POLY WATER LINE �C Df AIt,. E5 DRAINAGE PATH i �x I TYPE' 2-4ek RIM=211.85 i IE=204.44 (W) I x SET MA �� SHII E, LJ/L_ "L.S. 37535. AT COITAIkR X 64 . ZVIrCO,NtRETE..91VALK a - I _ W W / W -r-- W W/ W W -EX. POWER'ROPOS / I ED POLE / PHONES CABLE & POWER LINE TO HOME (TO REMAIN) o ; x I"�-ALA. UTvb�QGCG" N b ,' / 1 / � I I 1 / I EX. WM (TO REMAIN) W/TRAFFIC I _ RATED LID I4b Vg AA�fej4 �)( 11= No I LO�J(o rs- i IN t3Gv I\ \ I \ \ t\ 5 icy wGt,l LG A 1�\►YIAt N �4T- � (LPiQG \ GENERAL NOTES: 1. ALL MATERIALS A4111 ND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY s -•- ^ - j ""°"�" �l` OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, r AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS:;. - CURRENT INTERNATIONAL BUILDING CODE (IBC) - �'� - 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND j MUNICIPAL CONSTRUCTION i - WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION). 2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO 1 CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED OTHERWISE' 3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS l a 4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY. r 5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A 777 SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING r OCCUPANCY/FINAL PROJECT APPROVAL. N 6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE W E BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE e„ VICINITYMAP RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO S,. SCALE 1 "=2000' INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY OTHER U17LMES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE 8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION. 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF y ANY DISCREPANCIES. 10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE EQUIPMENT & PROCEDURE' . APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE METHOD OF SURVEY.• RECOMMENDATIONS OF THIS REPORT. SURVEY PERFORMED BY FIELD TRAVERSE 12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE INSTRUMENTATION: RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT. LE1CA TCRA 1205 ROBOTIC ELECTRONIC TOTAL STATION 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM PRECISION: DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS MEETS OR EXCEEDS STATE STANDARDS WAC 332-130-090 DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL BASIS OF BEARING: PER GEOTECHNICAL REPORT. THE MONUMENTED CENTERLINE OF 11 TH AVENUE, 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF AS THE BEARING OF N00'00'03"E. BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE I`FATURES. BM 15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION FOUND CONCRETE MONUMENT IN CASE DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE AT THE INTERSECTION OF 1 T TH AND BELL RGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS. ELEVATION = 251.11 ' 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERA-RON TBM PRIOR TD INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. EX. CB 1 Z ALL R06F DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER RIM: 202.56' EXTERNAL DRAINS SHALL BE CONNECTED TD THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE DATUM, 18. 20NTRA6TOR SHALL OBTAINAND AND PAY- FOR ALL PERMITS. REQUIRED FOR NAVD 88 _ LNSTALL7'TION OF ALL SITE 'IMPROVEMENtS INDICATED ON THESE DRAWINGS. ENGINEER SURVEYOR 19. AS A MI,�VIMUM REQUIREMENT, . ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE EQUIVALENT ' OF THEIR RECONSTRUCTION CONDITION IN INSIGHT ENGINEERING COMPANY PACIFIC COAST SURVEYS, INC. ACCORD,".NCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS PO BOX 1478 PO BOX I J619 EVERETT, WA 98206 MILL CREEK, WA 98082 20. ALL DISTURBED SOIL AREAS SHALL_ BE SEEDED OR STABILIZED BY OTHER CONTACT: BR14N R. KAL.AB, P.E. CONTACT' DARREN J. RIDDLE ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE PH: (425) 303-9363 PH: (425) 508-4951 COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC FAX: (425) 303-9362 FAX: (425) J57-3577 GRADING AND EROSION CONTROL REQUIREMENTS. 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL 77MES BY APPLjCANTtI0WVER SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR ECHELt3ARGER INVESTMENTS, LLC APPROVAL. 4001 198TH ST. SW. SUITE 2 8036 22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND PH:LYN(425), WA 1100 IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED. PH: (425) 673-1100 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR LEGAL DESCRIPTION SPOT ELEVATIONS SHOWN. LOTS 28 AND 29, BLOCK 40, CITY OF EDMONDS, AS PER PLAT RECORDED IN VOL. 2 OF PLATS, PAGE 39, RECORDS OF SNOHOMISH 24. FINISH GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE COUNTY, SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF FOR A MINIMUM DISTANCE OF 10 FEET. WASHINGTON. 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING -AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, CITY OF EDMONDS AND EXCAVA TIONS IONS AGAINST (ES AND OTHER LOSS OF ROUND EXISTING OR CAVING EMBANKMENTS.ROVEMENTS APPROVED FOR CONSTR UCTION CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW ENGINEERING DIVISION C17YPROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, APR VED AS NOTED STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT L�12: PUBLTCWORR C710R RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL. 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADV4NCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING SAID UTILITIES. 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED TO CONCTTRUCTION WORK REV. NO. DESCRIPTION INITIALS DATE SHALL BE REPLACED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED RY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING. 29. NEW U771JTY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND AND CITY. S�lAU, RG in Z1=T A+-P�,ON, --z �-- 12=-� FLOW CONTROL S TR UCTURE DETAIL NOT TO SCALE 20" X 24" METAL FRAME AND GRATE FOR CATCH BASIN. 24" ROUND METAL FRAME AND GRATE (W/ "DRAIN" ON IT) SHALL BE USED WITHIN THE TRAVEL LANE AND SHALL ADJUSTMENT RISERS1FlNlqHF'r) BE OUTSIDE THE WHEEL PATH f:Rdl)P' N EAST J( N WORKS 007750 ••' • "' ` z POLYPROPYLENE SAFETY STEP r= 12".O.C. (TIP) _ Q 7, 0 4 U r � 'R �l- t LADDER SHALL BE SECURED o TO WALL OF CATCH BASIN )RDAN IRON W ODEL # )l NOTE: ALL CATCH BASIN LIDS SHALL BE LOCKING REVISIONS STANDARD DETAIL D. GEBERT 10/6/03 CATCH BASIN TYPE II (48") D. GEBERT 4/2/07 18g0-1990 DATE 7/24/01 � NTs N0' E5.3 CATCHBASIN TYPE H(48 V)DETAIL NOT TO SCALE MATERIAL TO BE ASTM A 36 1/4- z , PLATE GALVANIZED - AFTER FABRICATION PER ASTM A 123 FOOTING DIVAS NOT 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES. TO TAD INTO DETENTION SYSTEM NOTES: 1. APPLICANT SHALL REPAIR/REPLACE ALL DAMAGE TO UTILITIES OR FRONTAGE IMPROVEMENTS IN CITY RIGHT-OF-WAY PER CITY STANDARDS THAT IS TSLq �3T� BF1/4„ DO 1 �. � ........•'"'•'•"•'.."..... H 31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE HUTILITIES WITHIN THE BUILDING. CAUSED OR OCCURS DURING THE PERMITTED PROJECT. i - - - - INSIGHT ENGINEERING Co. -, 2. DRIVEWAY RUNOFF SHALL BE DIRECTED TO CATCH BASIN. , 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. . �. ir"T'QCE RE LEST OF MA DETENTION 3 1F RIM TO I E EXCEEDS 5' A T1PE ll CATCH BASIN SHALL BE RE UI 33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM. P.O. BOX -� 4%8 EVERETT WA 98206 1 _7 g _7 + Q RED. 4-1 2" 4-1 2" BAND 12" OR SMOOTH COUPLNG BAND AC SP L- FOR SMOOTH PIPE �l"a�JPECTIO ACSP- ALUMINIZED CORRUGATED STEEL PIPE (TYPE 2 MEETS AASTO 4. ANY CURB, GUTTER OR SIDEWALK CURRENTLY DAMAGED OR DAMAGED DURING CONSTRUCTION SHALL BE REPLACE PER ENGINEERING INSPECTION. 12' 24" COUPLING BAND NOTES: DESIGNATIONS M274 AND M36) PLATE DETAIL 1. THE SMOOTH COUPLING BAND SHALL BE USED IN ASRP- ALUMINUM SPIRAL RIBBED PIPE (16 GAUGE OR BETTER) 5. IF RE -USING EXISTING SEWER LATERAL (FROM PROPERTY LINE TO CITY MAIN): CONDITIONS MUST BE VERIFIED BY PUBLIC WORKS DEPARTMENT. COMBINATION WITH CONCRETE PIPE. CAP- CORRUGATED ALUMINUM PIPE (16 GAUGE OR BETTER) CONTACT EDMONDS SEWER DIVISION AT 425-771-0236. COUPLING BAND �COLAR (2" PIPE) DIP- DUCTILE IRON PIPE (CLASS 50 OR BETTER) 2. CONCRETE PIPE WITHOUT BALL AND SPIGOT SHALL Know what's below. CONCRETE: LINE TYPE AREA (SQUARE FEET) i 1 1/4" NOT BE INSTALLED ON GRADES IN EXCESS OF Call before you dig. SCALE: 1 �f - 10► PCP- PLAIN CONCRETE PIPE 1 NON -REGULATED 0 1/4 20% RCP- REINFORCED CONCRETE PIPE PLATE (SEE DETAIL) 3. THE FIRST ANCHOR SHALL BE INSTALLED ON THE UTILJTI'CONFLICTNOTE:• PLASTIC: EXEMPT REGULATED FIRST SECTION OF THE PIPE AND REMAINING PVCP- POLYVINYL CHLORIDE PIPE (SDR 35 OR BETTER) 2 REPLACED 0 MATERIAL TO BE ANCHORS EVENLY SPACED THROUGHOUT THE CAUTION.• 10 5 0 10 20 CPEP-CORRUGATED POLYETHYLENE PIPE (SMOOTH INTERIOR WALL, d INSTALLATION. ASTM A 36 1/4" THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, OR N-12 PIPE) 3 NEW (POST 1977) + � O Z7 PLATE GALVANIZED 4. IF THE PIPE BEING INSTALLED HAS A MANHOLE OR DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE RPP- RIBBED POLYVINYLCHLORIDE PI AFTER FABRICATION CATCH. BASIN ON THE LOWER END OF THE PIPE, PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL 4 TOTAL REGULATED IMPERVIOUS AREA _ / 1-1/2" x 6' STAKES -'� PER ASTM A 15I THE FIRST PIPE ANCHOR MAY BE ELIMINATED. AND VER77CAL LOCATION PRIOR TO CONSTRUCTION. THIS AND THEN SHALL MITIGATION REQUIRED IF IN EXCESS OF 2000 SF L7 FLATTEN TO POINT EACH SIDE OF CULVERT INCLUDE CALU17LNG UTILITY LOCATE 0 NEW U 424-5555 POTHOLING ALL AL THE IMPERVIOUS SURFACE ANCHOR ASSEMBLY 5. WHEN CA /S USED THE ANCHORS MAY BE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY 5 TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM S VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCA71ONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFOR11 410 AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION DRNEWAY & WALKWAY ROOF OUTLINE T MWL• IMP. AREA 70 SF 2 2f,7 SF h p;Q SF () 0 ATTACHED TO THE COUPLING BANDS USED TO JOIN 6 REGULATED AREA NOT YET M171GATED = 0 THE PIPE AS LONG AS THE SPECIFIED SPACING PIPE ANCHOR ASSEMBLY IS NOT EXCEEDED. 7 AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES 0 AREA PROPOSED T 6 ALL PIPE 8 0 BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES - - 1 a' j NOT TO SCALE ANCHORS SHALL BE SECURELY INSTALLED BEFORE BACKFILLNG AROUND THE PIPE. �T�•�' UTI(�'l . C�(��'fiVl(�, �-�7 l cj I'i e U � �, �75� � (= INI {�Qi�-'U �� F NOTE: I. EXCESS CUT MAY BE SPREAD ON SITE. 2. ANY SOIL REMOVED FROM THE SITE MUST BE APPROVED SITE. r (425) 303-9363 (425) 303-9362 FAX INFO@ INS IGHTENG INEERING.NET SITE ADDRESS: TO A CITY TAX ACCOUNT NO.'S: DWG FILENAP ESUB 140646.DWG 11 20i4 1035 MAIN ST. EDMONDS, WA 98020 0434204002800 114, SE 114, SEC.24, T.27N., R.3E., W.M. 1037 MAIN ST, DESIGNED BY.- DATE: I SCALE: JOB NO.: JRC 03-31-2014 1"=1014-0646 " DRAINAGE AND UTILITY PLAN NG DEPARF. M cN O SHEET CI Of 2 ---- �-c-_J _------- - - - - �- - dl BOTTOM OF ' � � - ' ` ` \ \ \ ALLEY %40% SLOPE L0 _ 28" '� i \24 �\ CL oob\ F;J`� \F 24 I x Ev w N 89°36'06" W 0.00' I I X -4----------------- .1 Aft-// TREE ...,.�"" `\� _ �pp�0 PROTECTION r ; A-, P Op a ° 10 o X I O Cs �' p• \ i CL z 0 - Ertl I I144 I I IC I �� I� - - - - - _ `� . i- - - t - - -� •OQ' `L'`� PROPOSED II I I F� 4' BLOCK � � I\ �\ I i) ° �' WALL = ENCE II LOT A ► ; II d- o 0 O 6,602 S. F. T/T�° \\AFN 0434204002800 I LQ7 27 cl 11 8 I I II rl 6• �/216 Do O HOUSE / i i li N (5 1035 I (TBR) M I I , x CL I 10" 24„ i i I 5' i M (TBR C i t i BSBL / TYP.) I \ TEMP. \ \STOCKPILE - - -- - - - - - - - - -I x AREA \ x .I al j PL �, I _ \ Mu x SET MAG & SHI%E,R 37536 " AT CON U / X X 6 .00' / a Q ; . CONtRETE..`WAL•K a a d N W W/ W W W W / W --I W W/ W W -b / EX. POWER'' CONTEMP. POLE / 94MNCe o�5,�� /n, (TO REMAIN) o ONt, - �o fl r I I N 89°36'01 " W 1308.32'MAIN ST I I I \ 1 \ \ FILTER FABRIC MATERIAL IN CONTINUOS ROLLS. USE STAPLES FILTER FABRIC OR WIRE RINGS TO ATTACH SECURED TO 2' X 2' FABRIC TO WIRE. 14 GA. WIRE FABRIC EQUAL 2' X 2' WOOD OR o I I WIRE MESH SUPPORT FE EQUIVALENTUPPORT FILTER FA��]E. S'- 12 C'4 4UT10N. THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS AND THEN SHALL INCLUDE CALLING UTILITY LOCATE ® 1-800-424-5555 POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. CD N II II cu I I I II, - L zo I I .. iu I I BURY BOTTOM OF FILTER II MATERIAL S' TO 12' I) 6' MAX. __ I S' I U Lll\2' POSTS OR PLACE 3/4'-1.5' WASHED GRAVEL IN X 2' WOOD EQUIVALENT THE TRENCH AND ON BOTH SIDES OF FILTER FABRIC FENCE ON THE SURFACE, CITY INSPECTION REQUIRED ON ALL CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE EROSI❑N CONTROL METHODS BEFORE OTHER WORK CAN BEGIN. STRAW BALES TO INSURE PROPER EROSION CONTROL. FILTER FABRIC FENCE FILTRATION SYSTEMS NOT TO SCALE STD DTL. El.I NW 114, SE 114, SEC. 24, T.27N., R.3E., W.M. THE 12 ELEMENTS OF TESC B1VIP ELEMENT MARK CLEARING LIMITS: SNOHOMISH COUNTY, WASMVGTON LIMIT OF CONSTRUCTION TRUCTION ARE CLEARLY MARKED. ELEMENT 12 - ESTABLISH CONSTRUCTION ACCESS: A STABILIZED CONSTRUCTION ENTRANCE IS SHOWN. TREEPROTECTIONMEASURES: ELEMENT 13 - CONTROL FLOW RATES: THE APPLICANT MAY NOT FILL, EXCAVATE, STACK OR FLOW IS VERY MINIMAL. STORE ANY EQUIPMENT, OR COMPACT THE EARTH IN ANY ELEMENT 4 - INSTALL SEDIMENT CONTROLS: # NAY WITHIN THE AREA DEFINED BY THE DRIP LINE OF ANY TREE TO BE RETAINED. SILT FENCE, INLET PROTECTION AND MULCH ARE PROPOSED. 2. THE APPLICANT SHALL ERECT AND MAINTAIN ROPE ELEMENT 15 - STABILIZE SOILS: aARRIERS ON THE DRIP LINE OR PLACE BALES OF HAY TO SOIL STABILIZATION IS ACHIEVED BY MULCHING, PLASTIC COVERING AND PROTECT ROOTS. IN ADDITION, THE APPLICANT SHALL SEEDS. PROVIDE SUPERVISION WHENEVER EQUIPMENT OR TRUCKS ELEMENT 16 - PROTECT SLOPES: ARE MOVING NEAR TREES. SLOPES ARE PROTECTED BY PLASTIC COVERING, MULCHING AND EXISTING 3. IF THE GRADE LEVEL ADJOINING A RETAINING TREE 1S TO VEGETATION. aE RAISED OR LOWERED, THE APPLICANT SHALL CONSTRUCT ELEMENT 17- PROTECT DRAIN INLETS: A DRY ROCK WALL OR ROCK WELL AROUND THE TREE. THE DIAMETER OF THIS WALL OR WELL MUST BE EQUAL TO THE INLET PROTECTIONS ARE PROPOSED FOR THE STORM DRAINS. TREE'S DRIP LINE. ELEMENT18 - STABILIZE CHANNELS AND OUTLETS: f. THE APPLICANT MAY NOT INSTALL GROUND LEVEL OUTLET PROTECTIONS ARE NOT PROPOSED. MPERVIOUS SURFACE MATERIAL WITHIN THE AREA DEFINED ELEMENT 19 - CONTROL POLLUTANTS: aY THE DRIP LINE OF ANY TREE TO BE RETAINED. ALL VEHICLES, EQUIPMENT AND PETROLEUM PRODUCT 5. THE GRADE LEVEL AROUND ANY TREE TO BE RETAINED STORAGE/DISPERSING AREAS WILL BE INSPECTED REGULARLY TO DETECT NAY NOT BE LOWERED WITHIN THE GREATER OF THE ANY LEAKS OF SPILLS, AND TO IDENTIFY MAINTENANCE NEEDS AND FOLLOWING AREAS: (A) THE AREA DEFINED BY THE DRIP PREVENT LEAKS OF SPILLS. SCALE: 1" = 10' LINE OF THE TREE, OR (B) AN AREA AROUND THE TREE ELEMENT -CONTROL DEWATERING: fREE CALIPER. EQUAL TO ONE FOOT IN DIAMETER FOR EACH ONE INCH OF ,�10 THESE WILL BE NO DEWATERING AS PART OF THIS CONSTRUCTION PROJECT. 10 5 0 10 20 6. THE APPLICANT MAY PRUNE BRANCHES AND ROOTS, , ELEMENT 11- MAINTAIN BMP s: rERTILIZE AND WATER AS HORTICULTURALLY APPROPRIATE FOR ANY TREES AND GROUND COVER WHICH ARE TO BE ALL TESC BMPs SHALL BE MAINTAINED AND REPAIRED AS NEEDED. 2ETAINED. ELEMENT 112 - MANAGE THE PROJECT.• THIS COULD BE ACHIEVED BY MINIMIZING THE EXTENT AND DURATION OF THE AREA EXPOSED AND BY EMPHASIZING EROSION CONTROL THEN SEDIMENT CONTROL. �p l 25' MIN. RADIUS a QUARRY SPALLS /2-4' MIN DIA 8'-12' MIN. DEPTH CB O ❑VER FLIDWKHOLES �I .a ;. CATCH BASIN TE STRAW BALES MAY BE USED IN CETAIDETAILNEI.I.D.UMSTANCES THIS APPLICATION `rOfF.PfO SHALL BE MAINTAINED AT ALL TIMES DURING CONSTRICTION CONTRACTOR SHALL MAINTAIN TEMPORARY PROVIDE FULL WIDTH OF INGRESS/ PERIOD. CONSTRUCTION ENTRANCE DURING THE EGRESS AREA CONSTRUCTION PERIOD. CITY INSPECTION REQUIRED ON ALL EROSII CITY INSPECTION REQUIREu ❑N ALL EROSION C❑NTROL MEASURES BEFORE WORK CAN BEGIN. MEASURES BEFORE WORK CAN BEGIN. STABILIZED CONSTRUCTION ENTRANCE TEMPORAR Y SEDMNT TRAP FOR CATCH BASINS NOT TO SCALE STD DTL. E1.2 NOT TO SCALE STD DTL. E1.3 43; ow 'r ° _... . W. ! 4:. CORNERSTONE GRAVITY WALL NOT TO SCALE ESC NOTES (ECDC 18.30.050) CONSTRUCTIONSEQUENCE A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A CLEARING OR GRADING PERMIT AND ALL UTILITY PROJECTS CONSISTING OF MORE THAN 500 1. REVIEW ESC NOTES, LINEAL FEET OF TRENCH EXCAVATION SHALL BE REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED 2. CALL FOR UTILITY LOCATES. SOIL RESULTING FROM CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY WITH ANY COMBINATION OF THE ESC 3. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. MINIMUM REQUIREMENTS. COMPLIANCE WILL BE DEMONSTRATED THROUGH THE IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDELINES FOR PREPARING ESC 4. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF PLANS ARE PROVIDED IN THE MANUAL. THE PLAN MUST ADDRESS THE EDMONDS CITY ENGINEERING INSPECTOR. (ALL TEMPORARY FOLLOWING REQUIREMENTS: SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR SITE 1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUCTION CLEARING. EROSION AND SEDIMENT CONTROL PRACTICES VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE AND/OR DEVICES SHALL BE MAINTAINED UNTIL PERMANENT ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK VEGETATON IS ESTABLISHED). TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED 5. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM FEATURES. ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE 6. DEMOLISH EXISTING STRUCTURES. ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. 7. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. 2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, (OTHER EXPOSED AREAS SHALL BE STABILIZED PER EROSION OR OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE CONTROL NOTES BELOW). SELECTED, DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. 8. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM 9, STABILIZE AND REVEGETATE ENTIRE SITE. MAY 1 THROUGH SEPTEMBER 30). 3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES. ADJACENT 10. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE STABILIZATION AND APPROVAL BY CITY INSPECTOR. USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS. 4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. 5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED. 6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING: A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS; UTII.ITYCONFLICJ VOTE. • B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY CAUTION•' AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES; THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION, DIMENSION, AND DEPTH OF ALL EXISTING UTILITIES WHETHER SHOWN ON C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS); HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS AND THEN SHALL INCLUDE CALLING UTILITY LOCATE 0 1-800-424-5555 D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING; POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST. E. DAILY CLEANUP AND STREET MAINTENANCE. LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO 7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING ACTIVITIES CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION. MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW, ,� T CALL TWO ('2) B u1 S 7V �''S (� DA ITS 1�� 8. ESC MINIMUM REQUIREMENT -DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS, f 1 %j1�,I 1�O�®cif }_��4724-J BEFORE 1 i�•a✓ L / 1-/ �/ V SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES, 9 MINIMUMESC WATER R NOFF SHALL PASS SEDIMENT HROUGH AT PRIOR SEDIMENPOND TO SEDIMENT SITE,G THE STORM T .E.S. C. LEGEND TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SF SF SILT FENCE SHALL BE FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE. - 10. ESC MINQAUM REQUIREMENT -CUT AND FILL SLOPES. CUT AND FILL SLOPES _ _ - - TEMPORARY CONSTRUCTIONENTRANCE SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL MINIMIZE - - EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC REQUIREMENT NO. 2. CATCH BASIN INSERT 11. ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPERTIES PROTECTION (TYP.) AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE. G,L CLEARING LIMITS 12. ESC MINIMUM REQUIREMENT - STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY MU -� MULCH &/OR STRAW MATTING STORM FOR THE DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS. 13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM PLASTIC COVER DR41N INLETS MADE OPERABLE DURING CONSTRUC770M SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT. FLOW ARROW (EX.) 14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO CITY OF EDMONDS LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE APPROVED FOR CONSTRUCTION PERMANENTLY STABILIZED. 15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND. FOR: PUBLIC WORKS DIRECTOR DATE , 16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER. - -------------------- ---- -- 1Z EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY -- ------------------ - - - PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 § 1, 1995]. REV. NO. DESCRIPTION INITIALS DATE GRADING QUANTITIES.• CUT 60 Cu. Yds. FILL: 200 Cu.Yds. (GRADING QUANTITIES WERE CALCULATED USING THE LAND DEVELOPMENT DESKTOP COMPOSITE METHOD. CALCULATIONS DO NOT ACCOUNT FOR SOIL SWELLING AND SHRINKAGE.) NOTE.• 1. EXCESS CUT MAY BE SPREAD ON SITE. 2. ANY SOIL REMOVED FROM THE SITE MUST BE HAULED TO A C17Y APPROVED SITE. INSIGHT ENGINEERING CO. P.O. BOX - 1478 EVERETT, WA 98206 (425) 303-9363 (425) 303-9362 FAX INFO@ INSIGHTENGINEERINGNET SITE ADDRESS: 1035 MAIN ST. EDMONDS, WA 98020 TAX ACCOUNT NO.'S: 0434204002800 NW 114, SE 114, SEC.24, T.27N., R.3E., W.M. 1037 MAIN ST. DWG FILENAME DESIGNED BY: DATE: I SCALE: JOB NO.: 140646.DWG JRC 03-31-2014 1 "--10' 14-0646 IIESUEi SHEET AUG 112014 GRADING AND TESC PLAN Of BUILDING DEPAR.. T 2