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8344 OLYMPIC VIEW DR.PDFiiiiiiii IIIII lillIII III14305 8344 OLYMPIC VIEW D►R Inc.18`)O CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771-0220 • FAX (425) 771-0221 Website: wwwci.edmonds.wa.us DEVELOPMENT SERVICES DEPARTMENT Planning • Building • Engineering August 16, 2007 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 Edmonds Fire Department Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable Waste Management Northwest GARY HAAKENSON MAYOR Please be advised that the attached address has been added to the Edmonds address System: 8344 Olympic View Dr. (Lot B) and 8354 Olympic View Dr (Lot A) Previously one parcel split to three addressed 8364 Olympic View Dr (Lot C) on which original house will remain. Occupancy: R3 Tax ID Number: 27041800101000 If you have any questions regarding this letter, please contact a permit coordinator at 425-771.-0220. Please contact us if you wish to be removed from this list. Respectfully, Permit Coordinator Edmonds Building Department Cc: William Ritter 8364 Olympic View Dr Edmonds, WA 98026 L\Temp\DST's\Master Letters\New Address8/16/2007 • Incorporated August 11, 1890 • Sister Citv - Hekinan. 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VA4 STREET FIDE GEOTECHNICAL ENGINEERING STUDY PROPOSED 3-LOT SHORT PLAT 8364 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON L&A Job No. 5A 112 Date: September 26, 2005 Prepared for: Mr. Bill Ritter 8364 Olympic View Drive Edmonds, WA 98026 Prepared By: Liu & Associates, Inc. 19213 Kenlake Place NE Kenmore, Washington 98028 .Attachment 5- LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science September 26, 2005 Mr. Bill Ritter 8364 Olympic View Drive Edmonds, WA 98026 Dear Mr. Ritter: Subject: Geotechnical Engineering Study Proposed 3-Lot Short Plat 8364 Olympic View Drive Edmonds, Washington L&A Job No. 5A1 12 INTRODUCTION We have completed a geotechnical engineering study for the subject plat site, located at the above address in Edmonds, Washington. The general location of the project site is shown on Plate 1 — Vicinity Map. We understand that the proposed development for the site is to plat it into three single-family residential building lots. The purpose of this study is to characterize the subsurface conditions of the site and provide geotechnical recommendations for grading, slope stabilization, erosion mitigation, surface and ground water drainage control, foundation design and construction, etc., for the proposed development. Presented in this report are our findings and recommendations. PROJECT DESCRIPTION For our use in this study, we were provided with an undated plat plan of the proposed development for the site. According to this plan, the proposed development for the site is to plat it into three single-family residential lots. The existing house on the new Southern Lot will remain, and a new residence will be constructed on each of the two remaining new lots (the Northeast and Northwest lots). The Northeast and Northwest Lots are on a moderate to steep 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 T September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 2 hillside. Although design plans for the new residences to be constructed on these lots are not vet available, we anticipate the buildings will be wood -framed structures supported on concrete - walled basement and interior bearing walls, columns and footing foundations. The footprint excavation for these buildings will probably require cuts from a couple to 15 feet deep and possibly less significant fill. SCOPE OF SERVICES Our scope of services for this study comprises specifically the following: I Review the geologic and soil conditions at the site based on a published geologic map. 2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil stratum or to the maximum depth (about 12 feet) capable by the backhoe used for excavating the test pits, whichever occurs first. 3. Perform necessary geotechnical analyses, and provide geotechnical recommendations for site grading, erosion abatement, slope stabilization, surface and ground water control, and foundation design and construction, based on subsurface conditions encountered in the test pits and results of our geotechnical analyses. 4. Prepare a written report to present our findings, conclusions, and recommendations. SITE CONDITIONS SURFACE CONDITIONS The site is an irregularly -shaped tract of land. It is bounded by Olympic View Drive and an undeveloped city park land to the north, and adjoined by residential developments to the south, east and west. The site is situated on the mid -slope of a broad, moderate to steep, northwesterly - declining hillside. The southern portion of the site where the new South Lot is located has been previously graded into a relatively level bench. The terrain within the new Northeast and LIU & ASSOCIATES, INC. 'I1 i . September 26, 2005 .Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 3 Northwest Lots of the site generally slopes down northerly to northwesterly at about 15 to 83 percent grade. The steeper portions are mostly along the south sides of these two lots and the eastern half of the Northwest lot. The existing residence on the South Lot is accessed by a paved driveway along the east side of the site. The unpaved area around this existing residence is mostly landscaped with shrubs. The area of the Northeast and Northwest Lots is heavily wooded, dotted by tall, mature evergreen and deciduous trees and covered by dense underbrush. GEOLOGIC SETTING The Geologic Map of the Eastern Flalf and Part of the Western Half Quadrangles, Washington, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the geologic and soil conditions of the lot. According to this publication, the surficial soil units at and in the vicinity of the lot are mapped as Vashon Till (Qvt) underlain by Advance Outwash (Qva)- The geology of the Puget Sound Lowland has been modified by the advance and retreat of several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has occurred during the later stages of the Pleistocene Epoch and retreated from the region some 14,500 years ago. The Vashon till soil unit is a very dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to as "hard pan". The Vashon till over the tep two to four feet is normally weathered to a medium -dense state, and is moderately permeable and compressible. The underlying fresh till is very dense and practically impervious to stormwater LIU & ASSOCIATES, INC. f 1 September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 4 infiltration. The Vashon till soil unit, however, was not encountered by the test pits excavated on the site. The advance outwash soil unit underlying the Vashon till is composed of stratified sand and gravel with minor amounts of silt and clay, deposited by the meltwater of advancing glacial ice. Due to its generally granular composition, the advance outwash is of moderate permeability and generally drains well. The advance outwash is glacially overridden and is generally dense to very dense in its natural, undisturbed state, except the top 3 to 5 feet where exposed on slopes which may be eroded and weathered to a loose to medium -dense state. The advance outwash deposits can stand in steep cuts or natural slopes for extended period of time when undisturbed. Where exposed on slopes of poor vegetation cover and subjected to storm runoff, the advance outwash deposits can be gradually eroded and may slough to a flatter inclination. The advance outwash deposits in their native, undisturbed state can provide very good foundation support with little settlement expected for light to moderate residential structures. SOIL CONDITIONS Subsurface conditions of the subject site were explored on September 6, 2005, with six test pits. The test pits were excavated with a track -mounted backhoe to depths from 8.0 to 10.0 feet. The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. The test pits were located with either a tape measure or by visual reference to existing topographic features in the field and on the topographic survey map, and their locations should be considered only accurate to the measuring method used. A geotechnical engineer from our office was present during subsurface exploration, who examined the soil and geologic conditions encountered and completed the logs of test pits. Soil samples obtained from each soil unit in the test pits were visually classified in general LIU & ASSOCIATES, INC. I 1 September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 5 accordance with United Soil Classification System, a copy of which is presented on Plate 3. Detailed descriptions of soil units encountered during site exploration are presented in the test pit logs on Plates 4 through 6. The test pits revealed that the site is mantled by a layer of loose, organic topsoil, from 0.8 to 2.7 feet thick. The topsoil is underlain by a layer of weathered soils of light -brown, loose to medium -dense, silty fine sand with a trace of gravel, from 1.6 to 3.5 feet thick. Underlying this layer of weathered soils is a brown -gray to light -brown to light -gray advance outwash deposit of medium -dense, gravelly, clean to slightly silty, fine to medium sand with occasional cobble, from 1.8 to 3.2 feet thick. This medium -dense advance outwash deposit is underlain to the depths explored by a light -gray advance outwash deposit of dense, gravelly, tine to coarse sand. GROUNDWATER CONDITION Groundwater was not encountered in any of the test pits. The advance outwash deposits underlying the site are of moderately high permeability, and would allow stormwater to seep through. Stormwater infiltrating into the advance outwash deposits would perch and accumulate over an underlying impervious silt and clay layer at greater depth. We expect little impact on the proposed development by this deeper groundwater. DISCUSSION AND RECOMMENDATIONS GENERAL Based on the soil conditions encountered in our subsurface explorations, it is our opinion that the site is suitable for the proposed development from the geotechnical engineering viewpoint, provided that the recommendations in this report are fully implemented and observed during construction. The topsoil, loose weathered soils and soils in the root zone should be completely stripped within the driveways, the building pads and where the subgrade soils are to support LIU & ASSOCIATES, INC. September 26, 2005 Proposed 34.ot Short Plat L&A Job No. 5A 112 Page 6 structural or traffic load. The medium -dense to dense advance outwash soils are of fair to moderately high shear strength and can provide good foundation support to the driveways and the new buildings to constructed on the site. Conventional footing foundations placed on or into the. underlying medium -dense to dense advance outwash soils may be used for supporting the new buildings to be constructed on the site. Structural fill, if required for site grading, should be constructed over the underlying medium -dense to dense advance outwash soils following the stripping of surficial unsuitable soils. GRADING SEASON Due to the sensitive nature of the steep slopes within the site, we recommend that grading and foundation construction work for the residence be carried out and completed in the dryer period from April 1 to October 30 of.the year. The site should be stabilized with proper drainage and erosion control measures in place beyond this dry season grading period. GEOLOGIC HAZARDS AND REMEDIATION Landslide Hazards The subject site is underlain at shallow depth by medium -dense to dense advance_ outwash soils of fair to moderately -high shear strength. The advance outwash deposits are quite permeable, and the impervious silty soils normally underlying the advance outwash soil unit is not exposed within the site. Therefore, seepage of groundwater out of slopes from the interface of the advance outwash deposits and the underlying silty soil unit should not occur within the site. The competent advance outwash soils underlying the site and little potential of groundwater seepage within the site would make it unlikely for deep-seated landslide to occur within the site. LIU & ASSOCIATES, INC. September 26, 2005 Proposed 34.ot Short Plat L&A Job No. 5A 112 Page 7 Erosion Hazard The surficial topsoil and loose weathered soils over the steeper portion of the site can be easily eroded when stripped of vegetation cover and overly saturated. Prolonged erosion can lead to soil sloughing and shallow, skin -type mudflows on the steeper portion of the site. To mitigate erosion potential, the vegetation cover outside of construction limits should not be disturbed. Concentrated stormwater should not be discharged onto the ground anywhere within the site. Spoil soils and yardwaste should not be disposed of within the site. Storm runoff over impervious surfaces, such as roofs and paved driveways, should be captured with underground drain line systems tied to roof downspouts and by catch basins installed in driveways, and should be tightlined to discharge collected water into a storm sewer or a suitable stormwater disposal facility. Unpaved, disturbed ground within the site should be re -vegetated as soon as possible to, provide erosion protection. Once the drainage control measures for the roadway and houses are in place after the completion of the proposed development, the amount of surface runoff and near -surface groundwater flow will be reduced, which would further reduce soil erosion and enhance site stability. Seismic Hazard The Puget Sound region is in an active seismic zone. The lot is underlain by medium -dense to dense advance outwash soils of fair to moderately high shear strength. There is a lack of continuous, extensive, static groundwater table at shallow depth under the lot. Therefore the potential for seismic hazards, such as deep-seated landslides, liquefaction, lateral soil spreading, to occur on the site should be minimal. The.proposed building, however, should be designed for seismic forces induced by strong earthquakes. Based on the soil conditions encountered by the test pits, it is our opinion that Seismic Use Group I and Site Class D should be used in the seismic design of the proposed residences in accordance with the 2003 international Building Code (IBC). LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A1 12 Page 8 SITE PREPARATION AND GENERAL GRADING Site preparation for the proposed development should include clearing and grubbing within construction limits. Topsoil, loose weathered soils, and unsuitable soils in the root zone should be completely stripped within the driveways, the building pads of the proposed buildings and in other areas subject to traffic and structural loads. The exposed soils should be compacted to a non -yielding state with a vibratory compactor and proof -rolled with a piece of heavy earthwork equipment operated on the site. The on -site soils contain a high percentage of fines and are sensitive to moisture. A layer of clean quarry spalls should be placed over excavated areas and areas of frequent traffic, as required, to protect the subgrade soils from disturbance by construction traffic. Silt fences should be erected along the downslope boundaries of the site to prevent sediments being transported by storm runoff onto adjoining properties or the street. The bottom edge of the silt fence should be embedded in a trench and ballasted with crushed rock or gravel. EXCAVATION AND FILL SLOPES Under no circumstance should excavation slopes be steeper than the limits specified by local, state and federal safety regulations if workers have to perform construction work in excavated areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than i- 1/4HA V in the surficial topsoil and loose weathered soils, and no steeper than I H:l V in the underlying medium -dense to dense advance outwash soils. Permanent cuts should be no steeper than 21/2H:1 V in the surficial topsoil and loose weathered'soils, and no steeper than 2H:1 V in the underlying medium -dense to dense advance outwash soils. The soil units and the stability of cut slopes should be observed and verified by a geotechnical engineer during excavation. LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 9 Permanent fill embankments required to support structural or traffic loads should be constructed with compacted structural fill placed over proof -rolled, undisturbed, medium -dense to dense advance outwash soils after the unsuitable surficial soils are stripped. Permanent fill to be placed on slopes steeper than 20 percent grade should be retained structurally. Sloping ground exceeding 15 percent grade over which fill is to be placed should be benched with vertical steps no more than 4 feet high after stripping of unsuitable surficial soils. The slope of permanent fill embankments should be no steeper than 2H: I V. Upon completion, the sloping face of permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -pack. The above recommended cut and fill slopes are under the assumption that groundwater seepage will not be encountered during construction. If encountered, the construction work should be immediately halted and the slope stability re-evaluated. The slopes may have to be flattened and other measures taken to stabilize the slopes. Storm runoff should not be allowed to flow uncontrolled over the top of cut or till slopes. Permanent cut slopes or fill embankments should be seeded and vegetated as soon as possible for erosion protection and long-term stability, and should be covered with clear plastic sheets, as required, to protect them from erosion by stormwater until the vegetation is fully established. STRUCTURAL FILL Structural fill is the fill that supports structural or traffic load. Structural fill should consist of clean soils free of organic and other deleterious substances and with particles not larger than four inches. Structural fill should have a moisture content within one percent of its optimum moisture content at the time of placement. The optimum moisture content is the water content in the soils that enable the soils to be compacted to the highest dry density for a given compaction effort. LIU & ASSOCIATES., INC. September26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 1 l 2 Page 10 The on -site advance outwash soils contain a high percentage of fines, and may be used as structural fill only under fair weather condition when their moisture content can be controlled to close to optimum moisture content. Imported material for structural fill should be clean, free - draining, granular soils containing no more than 5% by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4 sieve, and should have individual particles not larger than four inches. Imported structural fill should be stockpiled and covered separately from the on -site soils. Structural fill should be placed in lifts no more, than 10 inches thick in loose state, with each lift compacted to a minimum percentage of the maximum dry density determined by ASTM D 1557 (Modified Proctor Method) as follows: Application Within building pads Roadway/driveway subgrade Retaining wall backfill Utility trench backfill BUILDING SETBACK % of Maximum Dry Density 95% 95% for top 2 feet and 90% below 90% 95% for top 4 feet and 90% below The purpose of building setback from the top or toe or an overly steep portion of a slope is to establish a safe buffer such that if a slope failure should occur the stability of the structure can be maintained and damages to the structure minimized. To maintain stability of the buildings to be construction on the new Northeast and Northwest Lots, we recommend that the buildings be set back at least 20 feet from the crest or toe or any portion of 40% or steeper slopes. Reinforced concrete or soldier pile retaining walls may be used to regrade the ground and enhance stability LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. -)At 12 Page I I of 40% or steeper slopes. If retaining walls are used, the proposed building should be set back no less than 10 feet from the retaining walls. The buildings should be also be set back sufficiently such that an imaginary plane drawing from the edge of the footing foundations to the toe of slopes 40% or steeper should be no steeper than 3H:1 V. Also, the footing foundations within 30 feet of the toe or top or any portion of 40% or steeper slopes should be embedded at least 1.5 foot into the medium -dense to dense advance outwash soils. The footprint bearing soils should be verified by a geotechnical engineer after the excavation of the building footprints are completed. DEBRIS WALLS If retaining walls are not constructed to enhance the stability of the steep slopes uphill of the proposed new buildings, we recommend that the uphill -side basement walls of the buildings be extended at least 3 feet above their adjacent finish grade to serve as debris blocking walls in case a mudflow should occur on the uphill steep slope. The combined basement/debris walls should be designed in accordance with the recommendations in the BASEMENT AND RETAINING WALLS section of this report. BUILDING FOUNDATIONS Conventional footing foundations may be used for supporting the buildings to be constructed on the site. The footing foundations should be placed on or .into the underlying, medium -dense to dense advance outwash soils, or on structural fill constructed over these undisturbed competent basal soils. Water should not be allowed to accumulate in excavated footing trenches. Disturbed soils in footing trenches should be completely removed down to firm native soils prior to pouring concrete for the footings. The sandy advance outwash soils can be easily disturbed by construction traffic. To protect the footing bearing soils, a 6-inch-minimum layer of 2-inch- minus compacted crushed rock should be placed over the bearing soils. The footing foundations may then be poured over the crushed rock base. LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 1 l 2 Page 12 If the above recommendations are followed, our recommended design criteria for footing foundations are as follows: • The allowable soil bearing pressure for footing foundations, including dead and live loads, should be no greater than 2,500 psf if supported on undisturbed medium -dense to dense native soils and no greater than 2,000 psf if supported on structural fill placed over firm undisturbed soils. The footing bearing soils should be verified on -site by a geotechnical engineer after the footing trenches are excavated and before the footings poured. • The minimum depth to bottom of perimeter footings below adjacent final exterior grade should be no less than 18 inches. The minimum depth to bottom of the interior footings below top of floor slab should be no less than 12 inches. • The minimum width should be no less than 16 inches for continuous footings, and no less than 24 inches for individual footings. A one-third increase in the above recommended allowable soil bearing pressure may be used when considering short-term, transitory, wind or seismic loads. For footing foundations designed and constructed per recommendations above, we estimate that the maximum total post - construction settlement of the buildings should be 3/4 inch or less and the differential settlement across building width should be 1 /2 inch or less. Lateral loads on buildings can be resisted by the friction force between the foundations and the subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations. For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density (EFD) of 300 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral resistance. The above passive pressure assumes that the backfill is level or inclines upward away LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 13 from the foundations for a horizontal distance at least twice the depth of the foundations below the final grade. A coefficient of friction of 0.60 between the foundations and the subgrade soils may be used. The above soil parameters are unfactored values, and a proper factor of safety should be used in calculating the resisting forces against lateral loads on the buildings. BASEMENT AND RETAINING WALLS Basement walls restrained horizontally at the top are considered unyielding and should be designed for a lateral soil pressure under the at -rest condition; while retaining walls free to move at the top should be designed for active lateral soil pressure. We recommend that a lateral soil pressure of 45 and 70 pcf EFD be used for the design of foundation walls with level/descending backslope and rising backslope, respectively; and 35 and 55 pcf EFD for retaining walls with level/descending backslope and rising backslope, respectively. To counter the active soil or at - rest pressure, a passive lateral soil pressure of 350 pcf EFD may be used, except that the passive pressure within the top 12 inches of the finish subgrade should be ignored. The above passive pressure assumes that the backfill is level or inclines upward away from the walls. The above lateral soil pressures are under the assumption that groundwater behind the walls is fully drained. To resist against sliding, the friction force between the footings and the subgrade soils may be calculated based on a coefficient of friction of 0.60. The above soil parameters are ultimate values, and proper factors of safety should be used in the design of the basement and retaining walls against sliding and overturning failures. Basement walls or retaining walls may be supported on footing foundations seated on or into the underlying very -dense fresh till or very - hard transitional beds soils, with an allowable soil bearing pressure not to exceed 3,000 psf. A vertical drainage blanket consisting of at least 12-inch-thick free -draining pea gravel or washed gravel should be placed against foundation and retaining ' walls to prevent accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. The remaining LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 14 backfill should consist of structural fill constructed per recommendations in the STRUCTURAL FILL section of this report. The top 12 inches of backfill should consist of compacted, clean, on - site soils. The backfill material for the foundation and retaining walls should be compacted with a hand -operated compactor. Heavy compaction equipment should not be allowed closer to the walls than a horizontal distance equal to the wall heights. A footing drain, as recommended in the DRAINAGE CONTROL section of this report, should also be provided for foundation and retaining walls. SLAB -ON -GRADE FLOORS Slab -on -grade floors, if used, should be placed on firm subgrade prepared as outlined in the SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a capillary break which is in turn placed on the compacted subgrade. The capillary break should consist of a minimum four -inch -thick layer of clean, free -draining, 7/8-inch crushed rock, - containing no more than 5 percent by weight passing the No. 4 sieve. A vapor barrier, such as a 6-mil plastic membrane, may be placed over the capillary break,'as required, to keep moisture from migrating upwards. PAVED DRIVEWAYS Performance of paved driveways is critically related to the conditions of the underlying subgrade soils. We recommend that the subgrade soils within the driveways be treated and prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK section of this report. Prior to placing base material, the subgrade soils should be compacted to a non -yielding state with a vibratory roller compactor and proof -rolled with a piece of heavy construction equipment, such as a fully -loaded dump truck. Any areas with excessive weaving or deflection should be over -excavated and re -compacted or replaced with a structural till or crushed rock placed and LIU & ASSOCIATES, INC. September 26. 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 15 compacted in accordance with the recommendations provided in the STRUCTURAL FILL section of this report. We recommend that an 4-inch-thick minimum, compacted, crushed rock base (CRB), consisting of 7/8-inch-minus crushed rock, be used for the roadways. The crushed rock or subgrade base should be topped with 2-inch asphalt treated base (AT13) topped by 1-1/2-inch-thick Class B asphalt concrete (AC). DRAINAGE CONTROL Building Footprint Excavation Groundwater is not expected within depth of excavation for the construction of the proposed buildings. If encountered, the bottom of building footprint excavation should be sloped and ditches excavated along the bases of the cut banks to direct runoff and groundwater into a sump pit from which water can be pumped into a nearby storm sewer. The inlet of the storm sewer should be covered by a filter sack to keep sediments from entering the storm sewer system. A layer of 2-inch crushed rock should be placed over undisturbed subgrade soils supporting footings and on -grade slabs, as required, to protect the soils from disturbance by construction traffic. Surface Drainage Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be constructed. Final site grades should allow storm runoff to flow away from the building. We recommend the finish ground be sloped at a gradient of 3 percent minimum for a distance of at least 10 feet away from the building, except in the areas to be paved. LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A .fob No. 5A1 12 Page 16 Runoff over Impervious Surfaces Storm runoff over impervious surfaces, such as roofs and paved driveways, should be collected by underground drain line systems connected to downspouts and by catch basins installed in the driveways. Stormwater thus collected should be tightlined to discharge into a storm sewer or a suitable stormwater disposal facility. Sufficient numbers of cleanouts at strategic locations should be provided to the underground drain line systems to allow for periodical cleaning of the drain lines. Footing Drains A subdrain should be installed around the perimeter footings of the proposed houses and along the base of retaining walls. The subdrains should consist of a 4-inch-minimum-diameter, perforated, rigid, drain pipe, laid a few inches below bottom of the building perimeter footings or retaining wall footings. The trenches and the drain lines should have a sufficient gradient to generate flow by gravity. The drain lines should be embedded in washed gravel completely wrapped in non -woven filter fabric to within about 12 inches of finish grade. The remaining trenches may be backfiiled with clean on -site soils. Sufficient numbers of cleanouts at strategic locations should be provided to the footing drain lines to allow for their periodical cleaning and maintenance. Water collected by the footing drains should be tightlined, separately from the roof and surface stormwater drain systems, to discharge into a storm sewer. RISK EVALUATION STATEMENT The site is underlain by medium -dense to dense advance outwash soils at shallow depth. These soils are of fair to moderately -high shear strength and have good resistance against deep-seated slope failures. The key to maintain stability of the site is to maintain stable temporary cut slopes and to have proper and adequate erosion and drainage control during and after construction. It is our opinion that if the recommendations in the report are fully implemented and observed during construction and after the completion of the development, the areas disturbed by construction LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 17 will remain stable and will not increase the potential for soil movement. In our opinion, the risk of damage to the proposed development and from the development to adjacent properties from soil instability should be minimal. LIMITATIONS This report has been prepared for the specific application to this project for the exclusive use by Mr. Bill Ritter, and his associates, representatives, consultants and contractors. We recommend that this report, in its entirety, be included in the project contract documents for the information of the prospective contractors for their estimating and bidding purposes. The conclusions and interpretations in this report, however, should not be construed as a warranty of the subsurface conditions. The scope of this study does not include services related to construction safety precautions and our recommendations are not intended to direct the contractor's methods, techniques, sequences or procedures, except as specifically described in this report for design considerations. Our recommendations and conclusions are based on the geologic and soil conditions encountered in the .test borings, and our experience and engineering judgment. The conclusions and recommendations are professional opinions derived 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. No warranty, expressed or implied, is made. The actual subsurface conditions of the site may vary from those encountered by the test pits. The nature and extent of such variations may not become evident until construction starts. if variations appear then, we should be retained to re-evaluate the recommendations of this report, and to verify or modify them in writing prior to proceeding further with the construction. LIU & ASSOCIATES, INC. September 26, 2005 Proposed 3-Lot Short Plat L&A Job No. 5A 112 Page 18 CLOSURE We are pleased to be of service to you on this project. Please feel free to call us if you have any questions regarding this report or need further consultation. ` Glip 1598 I EXPMes 7 / 17 /Zo --7 I Six plates attached Yours very truly, LIU & ASSOCIATES, INC. n4 --I J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. - --LI U & ASSOCIATES, INC. - Geotechnical Engineering - - - — -- — - -- - - Engineering Geology :? pri i W. 2006 Mr. Biil Ritter 8364 Olympic View Drive L?dmonds, WA 98026 Dear Mr. Ritter: Subject: Addenduln No. I to 9;26/2-005 Geotechnical Report On -Site Storinwater infiltration -Trenches Proposed 3-Lot Short Plat 8364 Olympic View Drive Edmonds. Washington L&A .fob No. SA 112 APR Earth Science t. SIX test pits were excavated on the subject plat site. The test pits encountered 0.8 to 2.7 feet of loose organic topsoil underlaid by a layer of weathered soils of !fight -brown. loose to mediunl- dense. silty fine sand with a trace of gravel, from 1.6 to 3:5 feet thick. Underlying this layer of' x eathered soils are advance outwasl, sand deposits of brown -gray to light -brown to light -gray medium -dense. gravelly: clean to slightly silk, tine to medium sand with occasional cobble, from 1.8 to 3-2 leel thick, and light -gray advance outwash deposit of dense, gravely, fine to coarse sand. Groundwater was not encountered by any of the test pits excavated up to 10 feet deep. -Hi-,cc outvyash deposit of cleall. fln� to coarse sand. with Various anioun, of grav2:,, underlying the.site at depths iron, 3.2 to 6.0 feet below existing ground surface is of high permeability. The Soil Survey of Snoh(,inish CountyArea of Washin gton, published by in U. S. Department of Agriculture in cooperation with Washington State Department of Natural Resources and Washington State University Agriculture Research Center, was also referenced for the surficial soil unit at the subject site. According to this publication, the advance outwash sand deposit at the subject site is also classified as 'Everett .Gravelly Sandy Loam with the Soil 19213 Kenlake Place NE • Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 Attachment 6A April 14, 2006 Addendum No.] to 9/26'/2005 Geotechnical Report Proposed i-Lot,Short,Plat L&A .lob No_ 5A 1112 Page 2 Conservation Services (SCS)'Classification S_ystem.,,'('able 1.4 of the above publication lists the permeability of this soil unit at a depth from 6 to 60 inches below grade to —be from 6 to 20 iph (inches per hour). C)ur :experience of this soil unit in .the neighborhood of the subject site indicates its in -situ infiltration rate to ,be'in the range from 20 to 40 iph. It is, therefore, feasible to use infiltration trenches, to dispose stormwater into the ground on' site. We recommend a design infiltration ra.tt ;of 5.0• iph (iAc>ludim, a factor of safety of at least 4.0) be used for the design of infiltration trenches. Infiltration trenches should be located on the downhill of the houses to be constructed on the lots. They should be setback at least 10 feet froni the houses and 5 feet from property lines. Our recommendations tiir design and construction of the infiltration trenches are shown on Plate attached hereto. The bottom of infiltration trenches should be excavated at least 6 inches into the underl)ring. clean, light -brown to light -gray. advance outwash sand deposit. The soils at bottom of infiltration trenches should be verified by a geotechnical engineer_ The side walls of the trenches should be lined with a laver of non-wo%en filter fabric. and the trenches backfilled with clean washed gravel to within about 12 inches of the finished grade. A 4-inch perforated PVC pipe through which stormwater is to be dispersed into the ground should be set level in the gravel till of each infiltration trench. The perforated PVC pipes should be set as high as possible in the trenches to have maximum separation from the winter- high groundwater table, but should have at least 18 inches cif-- soil/gravel cover over the perforated pipes. The top of the gravel fill should also be covered with filter fabric. The remaining trenches may be backfilled with on -site clean soils. We are pleased io he of service to you on this project. Please feel free to call us if you have any questions regarding this report or need further consultation. Ll U. &. ASSOCIATES; INC. April 14, 2b06 Addendum No. I to 9/26/2005 Geotechnica! Report Proposed 3-Lot Short Plat L&A .lob No. SA 112 Page 3 One plate attached Yours fiery truly, LIU & ASSOCIATES- INC. .I. S. (.Iullan) Liu. Pli.D., P.E. Consulting Geotechnical Engineer LIU & ASSOCIATES, INC. 4 r Y to o Q -Z , -Z d d Q v ` - • p, 1 II 0. �11 `• O Ob O � n 4 J "� u oC - Go ,00 va Q'' f. 0 • � 'tl✓ t � • � • �� II Iil . ? iQo O . J ,. 00. 0 0� It � � I��� 111 T -w IIl 'fvlW ,t81 t-Z J LL s a v vA 0 VE m v- S LIU & ASSOCIATES, INC. Geotechnical Engineering - Engineering Geology - Earth Science J v 0 t-- z YPICAL SECTION - INFILTRATION TRENCHES BILL RITTER 3-LOT SHORT PLAT 8364 OLYMPIC VIEW DRIVE EDMONDS, WASHINGTON JOB NO. 5A112 1 DATE 4/14/2006 I PLATE 1 . d5 LIU & ASSOCIATES, INC. Geotechnical Engineering Engineering Geology Earth Science October 5, 2006 Mr. Bill Ritter 8364 Olympic View Drive Edmonds, WA 98026 Dear Mr. Ritter: Subject: Feasibility of Shoring Wall for Grading and Building Support Proposed 3-Lot Short Plat 8364 Olympic View Drive Edmonds, Washington L&A Job No. 5A112 We understand that a permanent shoring wall is being contemplated for grading and building support for a new residence to be constructed on the northwestern lot of the subject 3-lot plat. The shoring wall is to be located along the back (uphill side) of the house. It will be used for retention of building footprint excavation and for foundation support of the house. It is our opinion that such a shoring wall will be feasible in achieving its intended purposes. We will be glad to present the design and construction recommendations for this shoring wall if you decided to proceed with it. Yours very truly, 7 LIU SLIU SSOCIA , INC. 4 J. S. (Julian) Liu, Ph.D., P.E. Consulting Geotechnical Engineer Oplus 7/17/ 19213 Kenlake Place NE - Kenmore, Washington 98028 Phone (425) 483-9134 - Fax (425) 486-2746 Attachment 6F CITY OF EDMONDS ENGINEERING REQUIREMENTS FOR SHORT PLATS Name: RITTER File No.: S-06-44 Reviewed by: Lyle Chrisman Vicinity: 8364 Olympic V►eAz Or:ve Fnoineerino Divicinn (late Req'd prior Req'd Bond Complete to wlbldg. posted recording Permit 1. Rights -of -way for public streets: No dedication required ---- _._.._._..--- .--------....—..--- -- --- -- -- ------ -- -- -- -X -- - - - 2. Easements (City utilities, private access, other utilities): as needed. _ _ _ _ — —_X_—__--- _ _Provide _all _easements Obtain Access easement rights from Snohomish County for X access across property along Olympic View Dr in order to provide additional easement width between Olympic View Dr. - and subject property line — -- - ---- -- — ---- -- - -- ---- -- - ---- -- ---- ---- - - ... - - - -- -_ -- ---------------- -- - - Private access easement shall be a minimum of 20' feet in width. X 3. Street improvements ACP with curb and gutter): . Construct 18" curb & gutter along property frontage with the face X of curb located 12' from the painted centerline. Private access road serving all lots shall be paved a minimum of X. 16.0' in width, plus 18" asphalt thickened edge.-- -.._._.. ---- ---------- - ------ -------- -- -- --- --- - Slope of private access road/driveway shall not exceed 14% _ _ -X 4. Street tumaround: Provide on -site turn around for lot A. X 5. Sidewalks and/or walkways:. Construct 5' wide sidewalk along�ropert� frontage_ _ _ X 6. Street lights: _. N/A --- -- ------- — X -- ----- 7. Planting strip: . _ . N/A X 8. Waters stem improvements Install 4" storz adapter on the existing_hydrant . X Provide new water service to each lot. X - Connect to public water system: X X http://cdmondspmtweb/permittrax/PermitTraxMain/Attachments/Live/PERMIT/PMT-54236/3132007113224807.doc for Attachment 7 Req'd prior to recording Req'd w/bldg. Permit Bond posted Complete 9. Sanitary sewers stem Improvements Provide new sewer service to each lot Connect to public sewer system _--_— — —__ X X —X 10. Storm sewers stem improvements Provide new storm sewer service to all proposed lots Construct storm detention system sized to provide adequate capacity for all proposed single family dwellings and access iovements in accordance with ECDC 18.30. Connect to Public StormsY stem __..._._...-.__...----- - - --------- -- ---- - --- - ------ --- -- -- -- --- X X X ---------- ..._._._... - - -- .._... -- -- --- - - ... - - --- - 11. On -site drainage (plan per Ord. 3013): Connect all new impervious surfaces to detention system. X X 12. Underground wiring (per Ord.1387): _ Re .. _ ....__quired for all new services --------------- -- ----- -- X - ---- -- ---- X - --- - — ----...---- -- _.--_._.. - 13. Excavation and grading per IBC, appendix . (2003 edition)) _ Submit a gradingplan as part of engineered site plan. _- _ Grading Grading for foundations to be included with building permit only - --X _ _ _ x -X 14. Si page (per City Engineer): Provide Are and aid address e sig nag - - ---- - - ---- --- ---- ------- --- ...- - - --- ------ - Provide "Access Ends" -- --- - ---- X X -- ._... -... X ---- -- --- - -------.._._.-.. 15. Survey monumentation (per Ord., Section 12.10.120 N/A X 16. As -built drawings (per City Engineer) - for all utility construction..------- - - ---- ---------X --..-- - -X -- ...- -------- ------------- 17. Other requirements: -a) _ Plat showing lots, easements, legals, survey_ information __- b) Legal documents for each lot - -- c) Field stake lot corners (by professional surveyor) — __— d) Field stake utility stubs at property lines; -_ _ _ e) Clustered mailbox location per Postmaster — _ _--- f) Maintenance agreements -_ X - _ X - _ X- X X X — X -- http://cdmondspmtweblpermittraxfPermitTraxMainlAttachmentsILivelPEkMITIPMT_54236131320071 13224807.doc form revised: 1/2/07 Req'd prior to recording Req'd w/bldg. Permit Bond posted Complete 18. Engineering fees: a) Storm development charge Lace ess only)_ $ - - -- X _ _.._._-b) Storm drainage connection fee (sfr) ----._....---$428/lot ..._.._...- ------ - -- - - --- -- -- -- -- c) Sewer connection fee: --------- --- -- - -X...- ._..... X d Water connection fee: x- e) Water meter fee -'14" meter: }{ — f)-Traffic mitigation fee— $840.72/ new lot — $ _ _ g) Plat review fee ($860 per short plat) X _._._. _._X_._-._.._.. h) Short plat inspection fee(2.2% of improvement costs)$ TBD_._..._ _ - -$860 ---- -- - - -- - X - -- - - - --- -- - A.L..Chrisman 13 Mar 07 ENGINEERING PROGRAM MANAGER, CITY OF EDMONDS DATE The Engineering requirements have been completed and the subdivision can be recorded/ Authorized for recording by; Date: http://edmondspmtweb/permittrax/PermitTraxMain/Attachments/Live/PERMIT/PMT-54236/3132007113224807.doc form revised: 1/2/07 November 27, 2006 To: City of Edmonds Development Services Department 121. 5 "h Ave. N. Edmonds, WA 98020 RECEIVED NOV 2 7 2006 EDMONDS CITY OLERK From Erie and Connie Falk 8310 %mpi, View Dr. (mailing address P. O. Box 661, Edmonds, WA) Edmonds, WA 98026 425 672-1-7620 RE. Notice of Development File # S-06044 (subdivision at 8364 Olympic View Dr.) W'e have reviewed. the listed application and. have some concerns. We obtainedfour documents associated with the developers (Mr. Ritter) application. One of the documents is a copy of the Snohomish County Parks and Recreation Special Use Permit # 072704- 0001. The next was a map of the proposed short plat that had a date stamp, of 4' October L2, 2006 Permit Counter" The next was a.letter from. fc City of F ritonds dated November 1, 20006 titled " Subject of completc Application" and sited by ten Machum and last document rms a City of Edmonds entail that written by Lyle Chrisman and sent to Jen i` atahuga. It was a surprise to see the county issued a permit %kithout notifying neighboring property owners. I phoned the Snohomish County Parks and Recreation office and spoke with Diastne Bailey about the permit_ She confirmed that the limit was issued on July 31= 2006. She said the permit allowed Mr_ Ritter to install a ten -foot wideroad, which he could pave, for ingress and egress purposes to meet compliance for the City of Edmonds Planning Department, Diane said the. permit didn't authort=. Mr. Ritter to place any utilities (specifically a 4" sty drain) wifto or taM er the ama oudir in the permit: or designated on the short plat/ grading drainage mar on file in this applicatirxt. Diane said a request to place utilities within the area was never discussed w11th the parks department and to do so would he a violatiott of the existiWpermit: We also rto- ced the rnaprdidn't show a road or driveway leading- to the new house (on the east- lot) flarn Olympic View Dr. The map showed access to the new house on the east lot is an angled driveway off the existing private driveway. If that is the case then what is the purpose of needing the special use permit to cross the existing county park? Another area of concern. is the discrepancy between. the above listed letter and email. The letter indicates the land use application submitted by Mr. Ritter is complete but the email. indicates there is a sight distanc-e issue that needs to be. addressed. Lylc told den that Mr_ Ritter would need to reshape the hillside and remove some trees all within the Count% pr Attachment 8 Park. I couldn't find anything within the file that indicated Mr. Ritter was notified of this or that. he met the request. Diane Bailey said the Snohomish. Cofmty Parks and Recreations has not received further requests from Mr. Ritter to do anytd<ing :vithin the park other than what it listed irr the above special use permit, which was dated a pproxirrtate ly three ritoritt`is before the -email frorr[ i,yte to Jeri. Our other concern is the impact that the excavation of the two lots and construction of the house will have on our property and the private driveway used by us and the other two homeowners (excluding Mr. Ritter) for daily ingress and egress, We don't feel we should be burdened with repairing. the private driveway when it is datx►_afed by construction equipment or unreasonable delays to access our property during development and construction; We have no desire to stop Mr. Ritter from developing his property. We want to make sure our personal and public intermts are protwed and that his dealing with the City and County are wi-thirt guideline. I have some question about -the ptacmentall the utittue� but I wasn't -able to get the answers before the end of the comment period. I will also tell you that. Diane Bailey of the Snohomish. County Parks and Recreation office ,&w surprised when I described the drainage map to her and informed her there would be two new houses built on the existing property. She said Mr. Ritter told her he. was dividingthe lot and building. one more house, not two. She asked me to send her a copy of the map and said she world review it and address the permit if nemsary. Pleasc keep us apprised of the situation and call if you have further questions. Thanks for your time-. Sincerely, Eric M. Ea (� Connie, A. Falk Rate 2 of 1 E jaamq:3ujlV 6 . = > �>q x F �� yycn e \ cz \ 1 a 'p n N ? ySoo�y $ y. �� •_ "_�L p= qoq pko�Y 2 T O 1G. �0j06� GNo o CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION u5E PERMIT ZONE NUMBER JOB SUITE/APTA ADDRESS � n NO OWN/ER NAVE rNAME OF BUSINESS J/ C, w...•i / 1 �P V�1 • ih LEGAL DESCRIPTION LNECK SUB'D1mSI 0. � f'C,4 NIA UO NO IN N I^ 2 MAILING ADORES: /^, a344 L//Jl �_( / 'ilf Ar- PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. EYISTIND REWIRED DEDICATION PROPOSED TEWPAP PYN, `ES D qW parmX q U. Fwr K& 0 BnFpFct1PII RFRIInM�O SIeaR4L rapus.e NO D g GIT• 2tv L ,Ivre TELEPHONE NUMBER LL --// 92�- V'-S/Z^Y� NAME / + ►"L -//7 L Lllxi:% METERSIZE LINE SIZE NO.OF FIXTURES PRV REWIRED F YES D No o \ Vj•. ADDRESS �? i Pa [Lx'`x /!'Fl REMARKS �a{ i0AL(/JSPa!:n-J •R.�tiIQ. I!I !'iIFLL Q}/1'�E/OBn IB CITY ZIP J�.�ianw�ilj h'1 TELEPHONE NUMBER 'ls•4b'/- h'Z CU" .Vs StawN— A441AJFW1 /o AND 2r FAIN, C- LCAIlL 7yN E ID R-oOF2X-Y NAME ENGI E NG MEMO DATED REVIEWED BY 9� 48 I CITY / / ZIP J�QAsYrm>S 0 TELEPHONE NUMBER -77p- ��9 L�VIFI, FIRE MEMO DATED REVIEWED Y STATE LICENSE NUMBER A 1 EXPIRATION DATE COMPLETE EXEMPT ALLOWED P D A40WED EXP / LOT COVERAGE REWIRED SETBACKS (FT.) I PROPOSED ALLOWED IPROPOSED FRONT S�AR FRONT V TaXAccounl /C L7c /^/-0 .•-QOa /= Parcel No. '/ H LOT AREA �iaNNIN IEW BY p NEW O RESIDENTIAL O PLUMS EEl ADDITION COMMERCIAL O CHANGE Of US REMODEL ART.EILLI. WON REPAIR PENCE K—rn DEMOLISH ❑ INSERT0 a MM POOL/LOTS A OGARAGE RETAINING WALV ❑ CARPORT Ll ROCKERY RENEWAL C REMARKS r i N KED eY TYRE OF CONSTRUCTION CODWODS'E BPECI TOR REO Y AREA A KB GORE& IN ECTIONS PER UBC 108 [TYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN: AIL Mho NUMBER STORIES NUMBER OF CRITICALOF AREAS �%'% UNITS NUMBER / • /a 9 JF G✓lClp (IC Gt3S h"[ r VALUATION TEE N CHEC 11 HEA1 SOURCE: GLAZING WILD PWMBING Plan Check No. p _ 7 MECHANICAL This Permit covers work to be done on private property ONLY. GRADINGF140 Any construction on the public domain Icurbe, sldewvlke, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit: Application: 180 Days Perm! l Limit: 1 Year - Provided Work Is Started Within 180 Drys STORM DRAINAGE FEE **Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE 30- — w successors in interest, agrees to indemnify, defend and ITOld W harmless the City of Edmonds, Washington, Its Of Dial iemployees, and agenls from any and all claims for damages of whatever nature, ariaing directly or Indirectly from the Issuance T of this permit. Issuance of this permit shall not be deemed to PLAN CHECK DEM517 3 omodify, waive or reduce any requirement of any city ordinance z nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE LV provision." FY I hereby acknowledge that I have read This application; that the Information given is correct; and that I am the owner, or the duly ATTENTION APPLICATION APPROVAL authorized agent of the owner. I agree to comply with city and THIS PERMIT slate laws regulating construction; and in doing the work authoriz• AUTHORIZES This application is not a permit unt e0 thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or hisih Code of the State of Washington relating to Workmen's Compensa• WORK NOTED Deputy; and fees are paid, and receipt i tion ins ranee aria CW .27. INSPECTION acknowledged in space provided. SIG ATCRE IOWNER AGE I DA(TT-E SIGNED DEPARTMENT CITY OF OFFICI S1 TUBE DATE CALL FOR RELEASED Dv DATE ATTENTION INSPECTION 1T IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR ��� �OGGO ORIGINAL — FHe YELLOW — InspeCl A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTIUN 109 PINK — OWner GOLD — Assessor er y�'Yi r Yi;r it s n 5 a�yJ r.E•y .f . :. Y t:r Y dPYaN'aa "+ xar my3�r1 '�'fR+vc y 1 •'Sn€?;; ncC.189v CITY OF EDMONDS 121 5TH AVENUE NORTH • EDMONDS, WA 98020 • (425) 771.0220 • FAX (425) 771.0221 DEVELOPMENT SERVICES DEPARTMENT Planning ° Building • Engineering September 30, 1999 Curtis D. Smith 8344 Olympic View Dr. Edmonds, WA 98020 Re: Plan Review #98-276 BARBARAFAHEY MAYOR This letter is to inform you that the above referenced application has expired. If you are withdrawing the project, please send a letter notifying us that you no longer need this permit. If you are still in need of this permit it will be necessary to reapply for the grading permit with new fees, as well as, we need the letter for the new address since the driveway was going to be changed. If you have any questions, please call at (425) 771-0220. Thank you, Susie Read Development Services Incorporated August 11, 1890 ° Sister City - Hekinan, Japan Critical Areas Checklist STREET FILE Site Information Project Name: Ccrrfls � � / Per<nit.Number: Site.Location: �'39¢ "- � "� Prw'r:?- Property Tax Account Number. ,Z Approximate Site Size (acres or square feet): Have you filled out a Critical Areas Checklist for a project on this site before? �" a General Site Conditions 1. Has the site been cleared or logged? le� Date of most recent action Soils / Topography 2. In, the Snohomish County Soil Survey, what is the mapped soil type(s)? 3. Describe the general site topography. Check all that apply. 4,'/ Flat: less than 5 feet elevation change over entire site. Rolling. slopes on site generally less than 15% (a vertical rise of 10 feet overa' horizontal distance of 66 feet.) Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of 10 feet of horizontal distance.) Steep: grades of greater than 30% present on site. Comments Hydrology/Vegetation 4. Site contains areas of year-round standing water: 5. Site contains areas of seasonal standing water: / Approx. Depth: 6. Site is in the floodway NU floodplain ' of a water course. / 7. " Site contains a cree� or an area where water flows cross the grounds surface? /J flows . are year-round? II-- Flows are seasonal? 8. Site is primarily: forested ;meadow ; shrubs ; mixed 9. Obvious wetland is present on site: �o 10. Wetland inventory or map indicates wetland present on site: 7> 11. Critical Areas inventory or map indicates any Critical Area on site: e90.199- City of Edmonds Critical Areas Checklist The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the City of Edmonds prior to his/her submittal of a development -permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are or may be present on the subject property. The information needed. to complete the Checklist should be easily available.from observations of the site' or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review-' the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application, With a signed copy of this form, the applicant should also submit a vicinity map of the parcel with enough detail that City staff can find and identify the subject parcel(s). In addition, the applicant is encouraged to include any other pertinent information or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site. I have completed the attached Critical Area Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner / Applicant: Name �C � aO Title Street Address City, State, ZIP Phone Signature Date Applicant Representative: Name 4. Title Street Address City, State, ZIP Phone Signature Date r CA FILE NO. 4 Critical Areas Checklist ------------------ -------------------------------------------- • Site Information (soils/ topography/ hydrology/ vege tion) 1. Site Address/ Location: ? 3 4 4 0- t V 1' �J. , v 4 2. Property Tax Account Number: 'D I � C)q j U 77 Z CC) C, C G_ 3. Approximate Site Size (acres or square feet): 69 2 G 0 0 4. Is this site currently developed? _ yes; )KI, no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. r Flat: less than 5-feet elevation change over entire site. L Rolling: slopes on site generally less than 15 % (a vertical rise of 10-feet over a horizontal distance of 66-feet). Hilly: slopes present on site of more than 15 % and less than 30 % ( a vertical rise of 10-feet over a horizontal distance of 33 to 66-feet). Steep: grades of greater than 30 % present on site (a vertical rise of 10-feet over a horizontal distance of less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: /IJCl ; Approx. Depth: 7. Site contains areas of seasonal standing water: A/ Approx. Depth: What season(s) of the year? 8. Site is in the floodway floodplain of a water course. 9. Site contains a creek.or an area where water flows across the grounds surface? Flows are year-round? Flows are seasonal? �- (What time of year? '' "" W o C 10. Site is primarily: forested k meadow shrubs ;mixed urban landscaped (lawn,shrubs etc) 11. Obvious wetland is present on site: . 5 Site wikhin clesignatecl earth subsYcience landslzdehazari area ...:..:.:.:: fl.:...:.;::' .:. designated on the Environmentally Sensit7ve Area§ AR:- . DE`FE!WINATI S'TiJDY REQLTIT sD �. T ONDTI` "t irVAIt�E1Z ^ca chkdoc; Rev 02/11/97 City of Edmonds 'NIW CRITICAL AREAS CHECKLIST The Critical Areas Checklist contained on this form is to be filled out by any person preparing a Development Permit Application for the 'City of Edmonds prior to his/her submittal of a development permit to the City. The purpose of the Checklist is to enable City staff to determine whether any potential Critical Areas are, or may be, present on. the subject' property. The information needed .to complete the Checklist should be easily available from observations of the site or data available at City Hall (Critical Areas inventories, maps, or soil surveys). An applicant, or his/her representative, must fill out the checklist, sign and date it, and submit it to the City. The City will review the checklist, make a precursory site visit, and make a determination of the subsequent steps necessary to complete a development permit application. Please submit a vicinity map along with the signed copy of this form to assist City staff in finding and locating the specific piece of property described on this form. In addition, the applicant shall include other pertinent information (e.g:, site plan, topography map, etc.) or studies in conjunction with this Checklist to assist staff in completing their preliminary assessment of the site I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the best of my knowledge (fill out the appropriate column below). Owner/Applicant: Name .. OX Street Address qlozo City State Zip (tj2SFy) Telephone 9;6 W Signature �- Date c: re cep tion\j ana\cac I . doc Applicant Representative: Name Street Address City / State Zip Telephone Signature Date (over) cl STREET I S�- • a CITY OF, EQM0hj PS DEj.Ap ,TMENT PM -MIT SEWER 7 Call. -PROSPect '6711-07*. When work is ,ready ;for AnspcetiOn. (N I o Inspec. Saturday, turday, S,,day or holl4ay,.y. ' N2 3051 ADDRESS .......... �: 215 - 84th Avenue West . ............................................ I ............................. .......................................... ............. Owlvkn.............. Camer ................................................ on ... A...-S.-tew .art- ............................. CONTRACTOR ........ owin.e. r Permission Is granted .......... ................................... ....... _.,,.Ju y ........ !!, 19 ... for ..... t. e with 8 .... ......... days to.REPAIR or CONNECT I th application on file and g ql-': W.i h-'City Sewerstin accordaw OVerning ordinances. a:s1de sewer ATTENTION IS CALLED TO THE FOLLOWING: NOTE No. I —The- owners of the Property may obtain a Permit to construct sewer Inside prep be employed to construct side sewer In street area. Do not cover an Portion of property line. 'A licensed Side Sewer Contractor must sewer before It has been Inspected. NOTENo. 2—Obtain full Information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit. NOTE No. 3—Top of Bid . e sower Must have at least 30 Inches coverage at Property line and 12. Inches Inside property line; minimum grade of 2%. NO bends in grade sharper than % will be Permitted. NOTE No. 4—Trenchesuintstreet must be water settled and surface of street restored to original condition. Contractors shall be responsible for failure due 0 improper work whichmaydevelop within one year Of Completion. NOTE No. 6—It is unlawful to alter or do any other work than Is provided for In the Permit, or to do any work on the main sewer Or its appur- tenanCes except to Insert the Pipe into the wye. n ; Wl,—,,3?,?.""gr"g,-.. mwmmwxm�� •' d Cu+ CITY OF EDMONDS CONSTRUCTION PERMIT APPLICATION OWNER NAME/NAME OF BUSINESS w Cur//8 9. is.-.- , . MAILING ADDRESS 0 CITY / ®®ZIP TELEPHONE NUMBER � ^ v w 4Pe9 CA ZA02-0 NAME 4aie ADDRE CITY ZIP TELEPH NNE NUMBER �y q NAME G,eE,ff" C Cr ADDRESS U O �y ^ ZIP TELEPHONE NUM`/� U l S STIATE LICENSE NUMBER EXPIRATION DATE Leoal Description of Property - include all easements rr od>Cr ry Tar Account Parcel No. NEW ;CN RESIDENTIAL PLUMBING ADDITION U COMMERCIAL MECHANICAL REMODEL APT. BLDG. SIGN G�p��,-��.G�..7' F� FENCE ❑ REPAIR CYDS. ( x_FT) DEMOLISH ❑ INSERT OVE INSERT SWIM F] HOT TUB/OSPA RETAINING WALL/ EGARAGE CARPORT ROCKERY ❑ RENEWAL (TYPE OF USE. BUSINESS OR EXPLAIN: NUMBER OF STORIES NUMBER OF DWELLING UNITS DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN) E PERMIT zGNe q� / NUMBERT JOB , SUIT APT If ADDRESS {�[J Q010 PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ❑ RW Permit Required ❑ EXISTING REQUIRED DEDICATION Street Use Permit Req'd ❑ PROPOSED Inspection Required ❑ — Sidewalk Required ❑ REMARKS ENGINEERING MEMO DATED METER SIZE BUILDING SUPPLY SIZE NO. OF FIXTURES REMARKS w a 3 SIGN AREA SEPA REVIEW 'P::ADB NO. ALLOWED PROPOSED COMPLETE EXEMPT SHORELINE EXP VARIANCE OR CU PLANNING REVIEW BY DATE SETBACKS — FEET HEIGHT LOT COVERAGE FRONT SIDE REAR BY TYPE OF SPECIAL INSPECTOR , IAREA OCCUPANCY OCCUPANT REQUIRED GROUP LOAD ❑YES REMARKS PROGRESS INSPECTIONS PER UBC 305 0 J �r�� JAW �CIR�4il1T`� m FINAL INSPECTION REQUIRED VALUATION PLAN CHECK FEE HEAT SOURCE: GLAZING BUILDING PLUMBING Plan Check No. MECHANICAL GR.ADING/FiLL This Permit covers work to be done on private property ONLY. Any construction on the,public domain (curLE, sidewalks, driveways, marquees, etc.) will require separate permission. STATE SURCHARGE Permit Application: 180 Days Permit Limit: 1 Year - Provided Work Is Started Within 180 Days STORM DRAINAGE FEE "Applicant, on behalf of his or her spouse, heirs, assigns and ENG. INSPECTION FEE successors in interest, agrees to indemnify, defend and hold harmless the City of Edmonds, •°Washington,- its officials, employees, and agents from any and all claims for damages of _ whatever nature, arising directly or indirectly from the issuance of this permit. Issuance of this permit shall not be deemed t0 PLAN CHECK DEPOSIT modify, waive or reduce any requirement of any city ordinance nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE provision." I hereby acknowledge that I have read this application; that the information given is -correct; and that I am the owner, or the duly ATTENTION authorized agent of the owner. I agree to comply with city and THIS PERMIT state laws regulating construction; and in doing the work authoriz• AUTHORIZES ed thereby, no person will be employed in violation of the Labor ONLY THE Code of/he State of Washington relating to Workmen's Compensa• WORK NOTED' C INSPECTION ?NT) - - DATE. GNED DEPARTMENT CITY OF EDMONDS FOR im APPLICATION APPROVAL This application is not a permit until signed by the Building Official or his/her Deputy; and fees are paid, and receipt is acknowledged in space provided. �FI.CIAL'S SIGNATURE / DA)tE I I I 6 ATTENTION INALL SPEcrloN , J /o% z/ IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE - --�— UNTIL A FINAL INSPECTION HAS BEEN "-7. AND APPROVAL OR 771-0220 ORIGINAL — File YELLOW — Inspectpr A CrAfIFICATE OF OCCUPANCY SN GRANTED. UBC CHAPTER 3. _ PINK -- Owner GOLD — Assessor toa�ei i'�'. * _ , «.`.a.:`.%i,•'. «,,_."'"�'.. .. '-�a-" .. .. ....._..-- - -.........._.m.._--_.___..______._......._G' _.- _ ~' '..gin;.,..:;;