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18210 73RD AVE W.PDF11111111 lill 5764 18210 73RD AVE W ADDRESS: J Onrl� 0 7-cO & J,&e W TAX ACCOUNT/PARCEL NUMBER: ln� 21 z BUILDING PERMIT (NEW STRUCTURE): Cw4t,114;-M COVENANTS (RECORDED) CRITICAL AREAS:— C91— DETERMINATION: E] Conditional Waiver Ej Study Required Awaiver DISCRETIONARY PERMIT #'S: DRAINAGE PLAN DATED: PARKING AGREEMENTS DATED: EASEMENT(S) RECORDED FOR: PERMITS (OTHER): PLANNING DATA CHECKLIST DN 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: :,e�- STREET USE / ENCROACHMENT PERMIT #: FOR: WATER METER TAP CARD DATED: LATEMP\DSrs\Fonns\Strect File Checklist.doc 7_1 4GEOrrIECH CONSULTANTS, INC. Michael Wathne 21407 — 40th Avenue West Mountlake Terrace, Washington 98043 Subject: Transmittal Letter — Geotechnical Engineering Study Proposed Single -Family Residence 18210 — 73rd Avenue West Edmonds, Washington Dear Mr. Wathne: 13256 Northeast 20th Street Suite 16 BeRevae, Washington 98005 (425) 747-5618 FAX (425) 747-8561 May 24, 2006 JN 06123 We are pleased to present this geotechnical engineering report for the proposed construction of a single-family residence at 18210 — 73rd Avenue West in Edmonds, Washington. The scope of our services consisted of exploring site surface and.subsurface conditions, and then developing this report to provide recommendations for general earthwork and design criteria for foundations and retaining wall. This work was authorized by your acceptance of our confirming proposal dated April 6,2006. The attached report contains a discussion o ' f the study and our recommendations. Please contact us if there are any questions regarding this report, or for further assistance during the design and construction phases of this project. GB/JHS: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC 2 James H. Strange, Jr., P.E. Geotechnical Project Manager GEOTECH CONSULTANTS, INC. RESUB MAY 2 6 2006 BUILDING DEPARTMENT CITY OF EDMONDS 8�1`TREET FILE GEOTECHNICAL ENGINEERING STUDY Proposed Single -Family Residence 18210 — 73rd Avenue West Kirkland, Washington This report presents the findings and recommendations of our geotechnical engineering study for the site of a proposed single-family residence to be located at 18210 — 73rd Avenue West in Edmonds, Washington. Development of the property is in the planning stage; therefore, detailed plans were not made available to us. A portion of the civil engineering plans (C-1 and C-2) were provided to us. These plans were developed by Erich 0. Tietze and Associates and are dated February 16, 2006. These plans showed topographic information. Based on these plans and discussions with Michael Wathne, we understand that a single-family residence will be constructed on the southeastern portion of the subject site, and in the future, the vacant lot to the south may be developed. Access to the new house will be from 73rd Avenue West. The new wood -framed building will be constructed near the existing grade with no basement planned. If the scope of the project changes from what we have described above, we should be provided with revised plans in order to determine if modifications to the recommendations and conclusions of this report are warranted. SITE CONDITIONS SURFACE The Vicinity Map, Plate 1, illustrates the general location of the site, which is in the Perrinville neighborhood of Edmonds, Washington. The subject site is rectangular -shaped and is currently undeveloped. The field -observed site topography indicates that the site has obviously been filled in the past. Trash and litter covers most of the site. A City of Edmonds stormwater ditch flows northward along the west side of 73rd Avenue West, and then turns westward along the south side of 182nd Street. Water was observed in the City's stormwater drainage ditches during our site visit. Based on property comer stakes observed in the field, the right-of-ways for 73rd Avenue West and 182nd Street extend about 20 lineal feet into the north and east sides of the site. The site is bordered to the north by 182nd Street, by 73rd Avenue West to the east, and by existing residential lots to the south and west. The adjacent lot to the south is vacant. The overall site is covered with mostly Alder saplings, a few assorted conifers, and big leaf Maple trees. The ground cover consists of grass, vine maple, wild rose, some salal, and dense blackberry vines. The site slopes moderately to the north at estimated grades of about 10 to 30 percent. According to a March 27, 2006 Plan Review Comments letter from the City of Edmonds Building Division, the overall lot slope is 22 percent or steeper. The site topography is not uniform and exhibits a hummocky surface, indicating uncontrolled past fill placement. GEOTECH CONSULTANTS, INC. Michael Wathne JN 06123 May 24, 2006 Page 2 SUBSURFACE The subsurface conditions were explored by the excavation of five test pits at the approximate locations shown on the Exploration Site Plan, Plate 2. Our exploration program was based on the proposed construction, anticipated subsurface conditions and those encountered during exploration, and the scope of work outlined in our proposal. The test pits were excavated on April 21, 2006 using a steel -track backhoe. Test Pits TP-1 and TP-2 were completed to 12 feet and 10.5 feet, respectively, below ground surface (bgs) and TP-3 and TP-4 were taken to 11 feet and 10 feet bgs, respectively. Test Pits TP-5 was completed to 10 feet bgs. An engineering geologist from our staff observed the excavations, logged the soils in all five test pits, and obtained representative samples of the soils encountered. The Test Pit Logs are attached as Plates 3 through 5. SoH Conditions Our observation of the moderately sloping, hummocky site topography, and the soils encountered in the test pits, indicates that most of the site is covered with man -placed fill that overlies glacially -compacted sediments. The fill, consisting of very loose to loose silty sand with variable amounts of gravel, cobbles, and miscellaneous debris, ranged in depths from 3.0 feet bgs in TP-1 and 3.5 feet bgs in TP-2 to 6.5 feet bgs in TP-3 and 5.5 feet bgs in TP-4. The fill was encountered to 4.5 feet bgs in TP-5. We observed very loose, organic -rich relict (original) topsoil directly underlying the fill, which ranged from one-half to 1.5 feet thick. Based on the topography of adjacent properties, we believe that the native ground surface prior to grading and filling sloped down to the north-northeast. Underlying the man -placed fill and relict topsoil at the site is generally loose silty sand with gravel that grades to medium -dense, then dense with depth. The medium -dense portion of these soils was encountered at depths of about 6.5 feet bgs in TP-1 and TP-5, 6 feet bgs in TP-2, 8.5 feet bgs in TP-3, and 8 feet bgs in TP-4. These soils became dense generally from I to 2 feet below the medium -dense depths indicated above. All of our test pits were completed to the maximum depths above in the dense silty sand unit. We interpret these silty sand soils to be glacial till that formed as the basal layer of soil beneath the Vashon glacial ice sheet that advanced into the Puget Sound region about 13,000 years ago. These soils were over -ridden and compacted/consolidated by the weight of about 2,500 vertical feet of glacial ice. Over many thousands of years the upper portion of the till soils weathered to the loose to medium -dense conditions observed. Groundwater Conditions No groundwater seepage was observed in our test pit explorations at the site. The test pits were observed for only a short time period. We believe some minor seepage might occur over an extended period of time, and during/following periods of intense rainfall. A seasonally -perched groundwater condition may develop when loose surficial fill and weathered till soils become saturated and the downward migration of the water is slowed or essentially stopped by underlying dense glacial till soils. Likewise, groundwater could be found within relatively clean sand interlayers in the glacial till, if present, particularly during wet weather conditions. Groundwater levels typically vary seasonally with rainfall and other factors. GEOTECH CONSULTANTS, INC. Michael Wathne May 24, 2006 JN 06123 Page 3 The final logs represent our interpretations of the field logs. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested. The relative densities and moisture descriptions indicated on the test pit logs are interpretive descriptions based on the conditions observed during excavation. The compaction of backfill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits. If this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. CONCLUSIONS AND RECOMMENDATIONS GENERAL THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD READ THE ENTIRE DOCUMENT. The test pits, at the subject site revealed approximately 3 to 6.5 feet of loose silty sand fill overlying loose to medium-dense/dense glacial till soils. Competent (medium -dense to dense) soil was encountered at about 6 to 6.5 feet bgs on the south portion of the site, 8.5 feet bgs in the approximate center of the site, and roughly 6.5 to 8 feet bgs in the north portion of the site. Based on our site observations and our test pit explorations, we believe that the site was filled about 10 to 15 years ago, or possibly in several periods extending back some 20 years or more. Groundwater was not encountered in our test pit explorations. The proposed residence may be supported by conventional foundations bearing directly on medium -dense to dense silty sand glacial till soils, which we define as the bearing soil layer, or upon imported structural fill placed over the bearing soil layer. However, it will be necessary to remove all topsoil, existing fill soils, and any loose soils that overlie the bearing soil layer, in order to allow placement of the conventional foundations. This may require excavations of at least 6 feet to more than 8.5 feet bgs. The overexcavations can be backfilled to the foundation grade using structural fill provided the excavation is widened as described in the Conventional Foundations section of this report. Furthermore, the loose fill and loose native soils should be removed from any on -grade living space slabs and replaced with structural fill. However, if over- excavation/structural fill to these depths is undesirable, small -diameter pipe piles or controlled density fill (CDF) backfilled foundation trenches are an alternative. Due to the compressibility of the loose existing fill and remnant topsoils, we recommend removing these soils from beneath any of the living space slabs and replacing the removed soils with properly compacted, imported structural fill. If some potential for future slab settlement and cracking is acceptable, the garage slab may be constructed on -grade on a minimum of 12 inches of imported, clean crushed rock over the existing fill, but to reduce the magnitude of the cracking in this 'floating' slab, we recommend reinforcing the slab with a minimum of #4 rebar placed at 16- inch centers. If no potential for future cracking of the garage slab is allowable, we would recommend removing all of the loose fill from beneath the slab and replacing it with properly compacted structural fill as with the living -space slabs. GEOTECH CONSULTANTS, INC. 0 0 Michael Wathne May 24, 2006 JN 06123 Page 4 The existing fill and silty sand glacial till soils are very sensitive to disturbance when wet. If the bottom of the excavation is wet at the time of foundation construction, it will also be necessary to protect exposed subgrades with a thin layer of ballast rock, crushed rock, or a "rat" (thin) slab of concrete. Another geotechnical consideration for development of this site is that site soils contain a significant amount of silt. Thus, these soils are generally poorly drained and these fine-grained silty soils should not be used for backfill directly against walls or as lagging backfill. Imported, washed builders sand or very coarse clean sand and gravel will be needed in these areas). Because of the amount of fill soils covering the site and the underlying compact glacial till soils, infiltration of stormwater is not recommended. Thus, we recommend that surface water from the site be conveyed to City of Edmonds -approved stormwater facilities (catch basins or the existing stormwater ditches along the north and east sides of the site). The drainage and/or waterproofing recommendations presented in this report are intended only to prevent active seepage from flowing through concrete walls or slabs. Even in the absence of active seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from the surrounding soil, and can even be transmitted from slabs and foundation walls due to the concrete curing process. Water vapor also results from occupant uses, such as cooking and bathing. Excessive water vapor trapped within structures can result in a variety of undesirable conditions, including, but not limited to, moisture problems with flooring systems, excessively moist air within occupied areas, and the growth of molds, fungi, and other biological organisms that may be harmful to the health of the occupants. The designer or architect must consider the potential vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or mechanical, to prevent a build up of excessive water vapor within the planned structure. The erosion control measures needed during the site development will depend heavily on the weather conditions that are encountered. All City of Edmonds stormwater ditches should be left in place to avoid surface water from entering the site. We anticipate that a silt fence will be needed around the downslope sides of any cleared areas until the excavation is lowered below the surrounding grades. Any downstream catch basins or culverts should be protected with premanufactured silt socks or silt,fences, as appropriate. Silty water and mud should not be discharged into the existing stormwater ditches. Rocked construction access roads should be extended into the site to reduce the amount of mud carried off the property by trucks and equipment. Cut slopes and soil stockpiles should be covered with plastic during wet weather. Following rough grading, it may be necessary to mulch or hydroseed bare areas that will not be immediately covered with landscaping or an impervious surface. Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnical constraints that become more evident during the review process. We recommend including this report, in its entirety, in the project contract documents. This report should also be provided to any future property owners so they will be aware of our findings and recommendations. GEOTECH CONSULTANTS, INC. 0 0 Michael Wathne May 24, 2006 SEISMIC CONSIDERATIONS JN 06123 Page 5 In accordance with Table 1615.1.1 of the 2003 Interriational Building Code (IBC), the site soil profile within 100 feet of the ground surface is best represented by Soil Profile Type D (Stiff Soil Profile). The design criteria presented in this report consider the effects of a one-in-100-years seismic event. The medium dense to dense glacial till soils are not susceptible to seismic liquefaction because of their glacially -compacted condition and the generally high silt content of the observed site soils. CONVENTIONAL FOUNDATIONS The new house Gan be supported on conventional continuous and spread footings bearing on undisturbed, medium-dense/dense silty sand/ glacial till soils (previously defined as the bearing layer), or upon structural fill placed over the undisturbed glacial till. No footings should bear on the existing fill or loose weathered till soils. It will be necessary to remove all topsoil and fill soils and the loose portion of the weathered till soils that overlie the bearing soil layer in order to allow placement of the conventional foundations on the bearing layer or the placement of structural fill. This would require removal of at least 6 to more than 8.5 feet of overlying loose soils. The site grades may be brought back to planned subgrade elevations using structural fill instead of using extended -height stem walls, or daylight basement foundation walls. Structural fill material should consist of imported, granular material or lean -mix concrete. We recommend that continuous and individual spread footings have minimum dimensions of 16 and 24 inches, respectively, if the foundations are placed on the defined bearing layer soils. It is imperative that all footing subgrades be cleaned of loose or disturbed soil prior to pouring concrete. It would be prudent to install approximately 4 inches of clean, crushed ballast rock or crushed rock in each footing excavation as it is scraped clean. This reduces the potential for subgrade disturbance by worker's foot traffic and/or natural processes. Alternabvely, it would be necessary to remove ail loosened or softened soil by hand immediately before concrete is poured. The feasibility and cost implications of these various options should be discussed with the foundation contractor. Any over -excavations beneath the footings in excess of those described above will need to be backfilled with either lean (2 sack) concrete or thoroughly compacted 1 %-inch minus crushed rock. An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings supported on the medium dense/dense bearing layer soils at depths likely deeper than 6 to 8.5 feet below the existing grade throughout much of the site. A one-third increase in this design bearing pressure may be used when considering short-term wind or seismic loads. For the above design criteria, it is anticipated that the total post -construction settlement of footings founded on competent nati ' ve soil will be less than 3/4 of an inch, with differential settlements on the order of 1/2 inch between adjacent columns. Depending on the final site grades, overexcavation will likely be required below the footings to expose competent native soil. Unless lean concrete is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 2-foot-wide footing must be at least 4 feet Wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing. A typical detail for overexcavation beneath footings is attached as Plate 7. GEOTECH CONSULTANTS, INC. 0 40 Michael Wathne May 24, 2006 JN 06123 Page 6 Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or be surrounded by level structural fill. We recommend using the following .ultimate values for the foundation's resistance to lateral loading: TCoefficient of Friction 0.45 Passive Ealrth 1P7ressure!7300 pd Where: (I) pef Is pounds per cubic foot and (11) passive earth pressure is computed using the equivalent fluid density. If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate. The values for friction and passive resistance are ultimate values and do not include a safety factor. Alternative methods to support the house foundations including pipe piles or CDF filled footing subgrades may be less expensive than removing all unsuitable looselsoft fill and weathered soils, and/or replacement with structural fill, as discussed below. PERMANENT FOUNDATION AND RETAINING WALLS Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures imposed by the soil they retain. The following recommended parameters are for permanent walls that restrain backfill: Active Earth Pressure 35 pcf Passive Earth Pressure 300 pcf Coefficient of Friction 0.45 Soil Unit Weight 135 pcf Where: (I) pcf is pounds per cubic foot, and (11) active and passive earth pressures are computed using the equivalent fluid pressures. * For a restrained wall that cannot deflect at least 0.002 times its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. The values given above are to be used to design permanent foundation and retaining walls only. It is not appropriate to back -calculate soil strength parameters from the earth pressures and soil unit weights presented in the table. Restrained wall soil parameters should be utilized for a distance of GEOTECH CONSULTANTS, INC. Michael Wathne May 24, 2006 JN 06123 Page 7 1.5 times the wall height from corners or bends in the walls. This is intended to reduce the amount of cracking that can occur where a wall is restrained by a corner. The design values given above do not include the effects of any hydrostatic pressures behind the walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent foundations will be exerted on the walls. If these conditions exist, those pressures should be added to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill in order to provide the appropriate design earth pressures. The surcharge due to traffic loads behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density. Wall Pressures Due to Seismic Forces To model the surcharge wall loads that could be imposed by the design earthquake, we recommend adding a uniform lateral pressure to the above -recommended active pressure. The recommended surcharge pressure is 7H pounds per square foot (psf), where H is the design retention height of the wall. Using this increased pressure, the safety factor against sliding and overturning can typically be reduced to 1.2 for the seismic analysis. As a result, static earth pressures typically govern. Heavy construction equipment should not be operated behind retaining and foundation walls VAthin a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The compaction of backfill near the walls should be accomplished with hand -operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. Retaining Wall Backrill and Waterproorin Backfill placed behind retaining or foundation walls should be coarse, free -draining structural fill containing no organics. This backfill should contain no more than 3 percent silt- or clay -sized particles and have no gravel greater than 4 inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent. If the existing fill or native silty sand (glacial till) is used as backfill in the upper slope portions of the building walls, a minimum 18-inch width of free -draining builders sand or coarse sand and gravel should be placed against the backfilled retaining walls. Free -draining backfill or gravel should be used for the entire width of the backfill where seepage is encountered. The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The section entitled General Earthwark and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof below -grade walls or to prevent the formation of mold, mildew, or fungi in interior spaces. Over time, the performance of subsurface drainage systems can degrade, subsurface groundwater flow patterns can GEOTECH CONSULTANTS, INC. 0 Michael Wathne May 24, 2006 JN 06123 Page 8 change, and utilities can break or develop leaks. Therefore, waterproofing should be provided where future seepage through the walls is not acceptable. This typically includes limiting cold -joints and wall penetrations, and using bentonite panels or membranes on the outside of the walls. Waterproofing systems should be installed by an experienced contractor familiar with the anticipated construction and subsurface conditions. Applying a thin coat of asphalt emulsion to the outside face of a wall is not considered waterproofing, and Will only help to reduce moisture generated from water vapor or capillary action from seeping through the concrete. As with any project, adequate ventilation of basement areas is important to prevent a build up of water vapor that is commonly transmitted through concrete walls from the surrounding soil, even when seepage is not present. This is appropriate even when waterproofing is applied to the outside of foundation and retaining walls. We recommend that you contact a specialty consultant if detailed recommendations or specifications related to waterproofing design, or minimizing the potential for infestations of mold and mildew are desired. SLABS -ON -GRADE As discussed in the General section, we recommend that all of the loose fill and loose native soils be removed from beneath the living space slabs and replaced with structural fill. Optionally, these floors may be structurally supported through the use of a crawlspace or structural slabs. If some potential for future slab settlement and cracking is acceptable, the garage slab may be constructed on grade on a minimum of 12 inches of imported clean crushed rock over the existing fill, but to reduce the magnitude of the cracking in this 'floating' slab, we recommend reinforcing the slab with a minimum of #4 rebar placed at 16-inch centers. If no potential for future cracking of the garage slab is allowable, we would recommend removing all of the loose fill from beneath the slab and replacing it with properly compacted structural fill as with the living -space slabs. For slabs -on -grade, the subgrade soil must be in a firm, non -yielding condition at the time of slab construction or underslab fill placement, hence the need for compaction of the exposed soils. Any soft areas encountered should be excavated and replaced with select, imported structural fill. All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4-inch thickness of coarse, free -draining structural fill with a gradation similar to that discussed in Pennanent Foundation and Retaining Walls. Additionally, if significant groundwater seepage is encountered during construction, we recommend that the owner consider the installation 'of an underslab drain system to drain accumulated water to a suitable discharge point. The underslab drain system should consist of 4-inch diameter perforated smooth wall, rigid PVC pipes and collectors embedded in at least 8 inches of pea gravel. Geotech Consultants, Inc. can provide specific design details for an underslab drain system for this project. As noted by the American Concrete Institute (ACI) in the Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 6-mil plastic sheeting, are typically used. A vapor retarder is defined as a material with a permeance of less than 0.3 US perms per square foot (psf) per hour, as determined by ASTIM E 96. It is possible that concrete admixtures may meet this specification, although the manufacturers of the admixtures should be consulted. Where plastic sheeting is used under slabs, joints should overlap by at least 6 inches and be sealed with adhesive tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no potential for vapor passage through the slab is desired, a vapor baryier should be used. A GEOTECH CONSULTANTS, INC. Michael Wathne JN 06123 May 24, 2006 Page 9 vapor barrier, as defined by ACI, is a product with a water transmission rate of 0.00 perms per square foot per hour when tested in accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this requirement. In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded compactable granular material, such as a 5/8 inch minus crushed rock pavement base, should be placed over the vapor retarder or barrier for protection of the retarder or barrier and as a "blotter" to aid in the curing of the concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material over the vapor retarder is controversial as noted in current ACI literature because of the potential that the protection/blotter material can become wet between the time of its placement and the installation of the slab. If the material is wet prior to slab placement, which is always possible in the Puget Sound area, it could cause vapor transmission to occur up through the slab in the future, essentially destroying the purpose of the vapor barrier/retarder. Therefore, if there is a potential that the protection/blotter material will become wet before the slab is installed, ACI now recommends that no protection/blotter material be used. However, ACI then recommends that, because there is a potential for slab cure due to the loss of the blotter material, joint spacing in the slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with the recent ACI literature. We recommend that the contractor, the project materials engineer, and the owner discuss these issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance on the use of the protection/blotter material. Our opinion is that with impervious surfaces that all means should be undertaken to reduce water vapor transmission. EXCA VA TIONS AND SLOPES Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Typically, temporary cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no indications of slope instability. However, vertical cuts should not be made near property boundaries, existing utilities and structures, or into the toe of steep slopes without appropriate shoring measures. Based upon Washington Administrative Code (WAC) 296, Part N, the fill and weathered soils would generally' be classified as Type B soil and should not be excavated any steeper than a 1: 1 (Horizontal:Vertical) inclination. The above -recommended temporary slope inclinations are based on what has been successful at other sites with similar soil conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfilled or retained as soon as possible to reduce the potential for instability. Please note that sand, silty sand, silt, or any loose soil can cave suddenly and without warning, Excavation, foundation, and utility contractors should be made especially aware of this potential danger. All permanent cuts into native soil or compacted fill soils should be inclined no steeper than 3:1 (H:V). Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. All permanently exposed soil should be landscaped to reduce erosion and improve the stability of the surficial layer of soil. GEOTECH CONSULTANTS, INC. 0 Michael Wathne May 24, 2006 DRAINAGE CONSIDERATIONS JN 06123 Page 10 Footing drains should be installed along the base of all foundation walls. A typical found ' ation drain detail is attached to this report as Plate 6. Footing drains placed inside the building and/or behind backfilled walls should consist of 4-inch-diameter, perforated, smooth wall, rigid' PVC pipe surrounded by at least 6 inches of 1-inch-minus, washed rock wrapped in a non -woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. All roof and surface water drains must be kept separate from the foundation drain system. However, if seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drains, or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations or slabs are to be constructed. Final site grading in areas adjacent to the buildings should slope away at least 2 percent, except where the area is paved. Surface drains should be provided where necessary to prevent ponding of water behind foundation or retaining walls. GENERAL EARTHINORK AND STRUCTURAL FILL All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material, including the large amount of trash and miscellaneous debris scattered over the entire site surface. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non-structural areas, such as landscape beds, providing the trash and miscellaneous debris are removed. Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. Ail structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content of that material. The optimum moisture content is that moisture content that results in the greatest compacted dry density of the fill material. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. As discussed in the General section, the on -site soils are not suitable for reuse as wall backfill due to their poor drainage characteristics. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes made to compact the lift. The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not sufficiently compacted, it should be recompacted before another lift is placed. This eliminates the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: GEOTECH CONSULTANTS, INC. Michael Wathne May 24, 2006 Beneath slabs, 95% foundations, or I Filled slopes and behind 90% retaininq wall 1 11 95% for upper 12 inches of Beneath pavements subgrade; 90% below that I level I Where: Minimum Relative Compaction Is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined in accordance vAth ASTM Test Designation D 1557-91 (Modified Proctor). A 06123 Page 11 The General section should be reviewed for considerations related to the reuse of on -site soils. Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three -quarter -inch sieve. LIMITATIONS The analyses, conclusions, and recommendations contained in this report are based on site conditions as they existed at the time of our explorations and assume that the soil and groundwater conditions encountered in the test pits are representative of subsurface conditions on the site. If the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples from test pits. Subsurface conditions can also vary between exploration locations, particularly if the explorations are shallow or if fill soils are encountered. Such unexpected conditions frequently require making additional expenditures to attain a properly constructed project. It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks. This is a standard recommendation for all projects. This report has been prepared for the exclusive use of Michael Wathne, and his representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing if completed. Our conclusions and recommendations are professional opinions derived in accordance With current standards of practice within the scope of our services and within budget and time constraints. No warranty is expressed or implied. The scope of our services 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 our report for consideration in design. Our services also do not include assessing or minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either the existing or proposed site development. GEOTECH CONSULTANTS, INC. r] L 0 Michael Wathne May 24, 2006 ADDiTIONAL SERVICES JN 06123 Page 12 In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide geotechnical consultation, testing, and observation services during construction. This is to confirm that subsurface conditions are consistent with those indicated by our explorations, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, our work would not include the supervision or direction of the actual work of the contractor and its employees or agents. Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. During the construction phase, we will provide geotechnical observation and testing services only when requested by you or your representatives. We can only document site work that we actually observe. It is'still the responsibility of your contractor or on -site construction team to verify that our recommendations are being followed, whether we are present at the site or not. The following plates are attached to complete this report: Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 -5 Test Pit Logs Plate 6 Typical Foundation Drain Plate 7 Typical Footing Overexcavation GEOTECH CONSULTANTS, INC. 0 0 Michael Wathne May 24, 2006 JN 06123 Page 13 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. GB/JHS: jyb Respectfully submitted, GEOTECH CONSULTANTS, INC. Gary Beckham, P.G., P.E.G. Senior Engineering Geologist [EXPIRE9 0 James H. Strange, Jr., P.E. Geotechnical Project Manager GEOTECH CONSULTANTS, INC. 5/:Zf/l* Ix Z ce -kEAOCWALE MID PLAYFIELDS 16M MAO ST �Sw j PL Sw -k % MEAVOW4LE 17 P� .—SAt I RIVEJ 2 WAY' 1�� Sw so 172ND ST -7-.1 -U� HS -JZIST ST SW FE.- M e ;z 9 - 3 &Z�W 4 FIEU 3c IP 173 AS �72ND W --l' Sw PL sw 7 A1.72ND. Sw ;WN, 73 !LW 174TH ST Sw- W�, PL Sw El - W L Q 7n% S1 ST 7 ST SW PL. 11 THi Sr Sw Sw SITE -�—Sw 179M �—FL A ST ptla IV ST L� — j��wi Sw mv ISIST PL SW ISIST — IL SW --,_I 1. '8ft. I Rm sw 1V ie W�!D ' J83%� ... ST _ SW &W L Je IBIS 18 -i LSV PL Sw i� 91 LIOC'Ex tAG 182H 9 ism " 183RD I < 3L S.T- -- . N 183RI 194TH PL SW e4ET85; Sw S 1— am PL Sw srw B5W ST-- . 7 t—, 1857H �j SW jgm PL mm -PL St, IT Sw ST pkk (SM). -7 P, 7TH PL 171 16. '. PENNY am -N - A& , . 189TH PL:SW I - .,,a P. 189TH L - . PL.,SW 189TH ST SW lam V -c sw., 7TH ST -Sw 6000 190TH 189:T�5�L SW -,� 795i 1ST P Sw *1- 6 1 7ro S1 7pL,SW !ff Sw ISMS ;SW 21 3! SW 'PL9 P L SW 192ND S1 si 2-.F- 1), e PL'SW. Sw 194TH ST SW Ly V9 0 U TH. -c I%TH ST Sw Sw 196TH j4wS H L Sw —1z: VILLAGE COM --I 6Th V 'HE '1971 '6800� (FILBERT TH ST Sw CRD) 19m, Lw 199M --5�f —Sw LYNAMOW Sw 2 fA 120isT:. S� -Sw ZDW 2MS7 DR Miff 202NO 202ND ST' k2P ;71 D PA -PL , —?L SW 203RD: SY SW 20 203RD S7 201ST 202ND' Sw z , PL.SW PAN 0 -204T)i 204TH ST �c L MAIM MID e.�. VCLE m 3c Sw PL 3c. 69DO .2GE 6300i imu 2 L SW 10 ST .. - Sw L - ":� 1 - 1 ST 49 211�i ST SW . -HALL S ST ST 213-M Pf PL SW 2M Sw WE 4TH zc c" EMNDS�- �T 71 Tw w Sr U� GEOTECH CONSULTANTS, INC. VICINTY MAP 18210 - 73rd Avenue West Edmonds, Washington Job No. I No Scale Plate: 06123 1 Dma te: 2 0 0 6 1 5.9i'i City Stormwater 182nd Street Drainage Ditch f�Em"ff`EE"N`w '06 No Scale TP-2 TP-I Q5 tre Approximate %9Z I a Site Boundary Line m 0 TP-3 n 0 inn �Em E a am �m a �02�mm am No; Adjacent Vacant Lot TP-4 TP-5 ..................................................................... . Le_qend TP-2 Approximate Location of Test Pit Southerly Adjacent House GEOTECH CONSULTANTS, INC. 3: EXPLORATION SITE PLAN Proposed Wathne Residence 18210 - 73rd Avenue West Edmonds, Washington Job No: Date: Plate: 06123 1 May 2006 1 No Scale .1 2 0 CP "re '3�� 5 10 Is 40,0 k 10 is FILL sm TEST PIT I I Description Dark brown, silty SAND, fine- to medium -grained, with few roots, moist, very loose - becomes mostly gray, loose at 1.5 feet Silly bANU, tine- to medium -grained, with organics and roots, moist, very loose Yellow brown gray, silty SAND, fine- to medium -grained, with some gravel, moist, loose (weathered Glacial TILL) - becomes gray, medium -dense at 6.5' (Glacial TILL) - becomes less silty, dense at 8.5' Test Pit terminated at 12 feet on April 21, 2006. No groundwater observed during excavation. Moderate caving observed from the surface to 6 feet during excavation. TEST PIT 2 Description Gray and brown, silty SAND� fine- to medium -grained, with gravel, plastic, and roots, moist, FILL I very loose to loose (FILL) SM I uarK Drown, silty SAND, fine- to medium -grained, with organics and roots, -moist, very loose 4 (relic topsoio Orange brown, silty SAND, fine- to medium -grained, with gravel and cobbles, moist, loose (weathered Glacial TILL) sm - becomes gray, medium -dense at 8' (Glacial TILL) :: 7':':" ": � - becomes dense at 9.4' Test Pit terminated at 10.5 feet on April 21, 2006. No groundwater observed during excavation. Slight caving observed from the surface to 6.5 feet during excavation GEOTECH CONSULTANTS, INC. TEST PIT LOG 18210 - 73rd Avenue West Edmonds, Washington Job Logged by., Plate: 06123 1 DaAtper:il 2006 1 . GB 1 5 10 is 5 10 15 C jo FILL SIMI TEST PIT 3 Description Forest duff and topsoil over Gray and brown, silty SAND, fine- to medium -grained, with gravel, some plastic, and rusted metal, moist, very loose (FILL) fine- to (weathered Glacial TILL) becomes medium -dense at 8.5' becomes gray, dense at 9.5' (Glacial TILL) with organics and roots, moist, very loose • Test Pit terminated at 11 feet on April 21, 2006. • No groundwater observed during excavation. • Slight caving observed from the surface to 7.5 feet during excavation. o 46 Vne cc, lqe,q Poo, "'0; gray, FILL I (') TEST PIT 4 Description very Dark orange brown, silty SAND, fine- to medium -grained, with organics and roots, moist, �_M;J;j very loose (relic topsoil) Orange brown, silty SAND, fine- to medium -grained loose (weathered Glacial TILL) - becomes gray, medium -dense at 6' (Glacial TILL) sm: - becomes dense at 7' gravel and roots, moist, • Test Pit terminated at 10 feet on April 21, 2006. • No groundwater observed during excavation. • Slight caving observed from the surface to 4.6 feet during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 18210 - 73rd Avenue West Edmonds, Washington Job Date: Logged by., 06123 1 April 2006 GB I Plate 41 10 15 A A NO CP le TEST PIT 5 Description Topsoil over FILL Brown and gray, silty SAND, fine- to medium -grained, with gravel and roots, moist, very loose (FILL) C Black to dark brown, silty SAND, fine- to medium -grained, with organics and roots, moist, very loose (relic topsoil) Orange brown, silty SAND, fine- to medium -grained, with coarse sand and gravel, moist, loose (weathered Glacial TILL) SM! - becomes gray, dense at 7.6 (Glacial 77LL) • Test Pit terminated at 10 feet on April 21, 2006. • No groundwater observed during excavation. • Caving observed from the surface to 5.5 feet during excavation. GEOTECH CONSULTANTS, INC. TEST PIT LOG 18210 - 73rd Avenue West Edmonds, Washington Job Date: Logged by., Plate: 06123 1 April 2006 1 GB I Slope backfill away from foundation. Provide surface drains where necessary. Backfill (See text for requirements) � Nonwoven Geotextile Washed Rocki-,,", Filter Fabric (7/8" min. size 1�0 1.0 0 C) io D. 0 .0 4" min. Tightline Roof Drain (Do not connect to footing drain) Possible Slab Z) 01 -.50. L) -'o L) -. .13 f;�' -*-60' 000-�W*000-'4 0ao-�;: 4" Perforated Hard PVC Pipe (Invert at least 6 inches below slab or crawl space. Slope to drain to appropriate outfall. Place holes downward.) Vapor Retarder/Barrier and Capillary Break/Drainage Layer (Refer to Report text) NOTES: (1) In crawl spaces, provide an outlet drain to prevent buildup of water that bypasses the perimeter footing drains. (2) Refer to report text for additional drainage, waterproofing, and slab considerations. GEOTECH CONSULTANtS, INC. FOOTING DRAIN DETAIL 18210 - 73rd Avenue West Edmonds, Washington Job I Date: I Scale: Plate: 06123 May 2006 1 Not to Scale 1 6 Unsuitable 0 a .0 0 00.� S, P 0 0, .0 00. f;., 0 .0 00 .00W idth of o. - —53— to." 10.*0'. 0 0 0 0 0 0 0 d6 O'c 0 0 . 0 4cavation �,-ow � 11— 1 o — I Fill (refer to report for gradation and compaction requiremi See Note 2 for condition where lean concrete is used to backfill the overexcavation. Z Suitable Bearing Soil (Refer to report for description) verify by Geotechnical Engineer prior to placing Structural Fill. Width of Overexcavation = Footing Width (FW) + Depth of Overexcavation NOTES: 1. Refer to report text for additional overexcavation, foundation, and structural fill considerations. 2. Where lean concrete (minimum 1-1/2 sacks of cement per cubic yard) is used to backfill the overexcavation, the overexcavation must extend only 6 inches beyond the edges of the footing. GEOTECH CONSULTANTS, INC. I TYPICAL FOOTING OVEREXCAVATION 18210 - 73rd Avenue West L Edmonds, Washington Job I Date: I Scale: Plate: 06123 May 2006 1 Not to Scale 7 oic C. c% T CITY OF S 121 5TH AVENUE NORTH - EDMONDSWA 98020 PIIONE� (42 5) 771-0220 - FAX: (42 5) 771-022 1 STATUS: ISSUED ENG20060199 WATER METER RECORD Pennh Number: ENG20060199 Job Address: 18210 73)RD AVE W, EDMONDS PROPERTYOWNER CONTRACTOR WATHNI- MICHAEL 21407 40TH AVE W MOUNTLAKE TERRACE, WA 98043 LICENSE #: EXP JOB DESCRfPTION DESCRIPTION OF WORK- Instin of water service line METER SIZE: I " I NEW SERVICE FROM CITY MA INTO PROPERTY LINE y A SPI-IALT/CONCRETE CUT N- FINAL PATCH BYCONTRAC'I'OR OWNERNAME: BILLINGADDRESS: INSTALLATION FEI--_: $800.00 CONN WFION FFT: $2,270.00 STREET CUT DEPOSIT: $100.00 Y SFR N IRRICATION F-N ] A PA R-1-M ENT / CONDO - UNITS: N DUPLEX N FIRECONNECTION [N] MIXED USEmCOMMERCIALFLOORS: IN N TRIPLEX N OTHER: N COMBO FIREJDOMESTIC BACKI-LOW ASSEMBLY REQUIRED Y I LOCKED I N I UNLOCKED METERNUMBER: STYLE: MI: -TER REA DING: — MANUFACTURER'S METER LOCATION: SERVICE� MATERIAL: — DATE OF 'A' ORK: REMARKS: U/B ACCOUNT: READAFTERADDRESS: RESIDENTIA 1. UNITS: 0 PROJECT NUMBER: LOCATE REQUEST 4: DATE CA LLED: AND RECA STER 4: PRESSURE: 0 G"M: 0 WORK BY: ***A'Fl-ACH DRAWING WHEN NECESSARY*** ROUTE: WATER SUPPLIER: -W- ISSUED ENG20060199 TYPEOFREPAIR AREA REPAIRED REPAIR COST F—N] Asphalt Roadway/Walkway FN —1 Concrete Sidewalk rN� Concrete Curb (0 Ft X 0 Ft 0 Sq. Yds (0 Ft X 0 Ft 0 Sq. Yds ( 0 Ft X 0 Ft 0 Sq. Yds ( 0 Ft X 0 Ft 0 Sq. Yds (0 Ft X 0 Ft 0 Sq. Yds (0 Ft X 0 Ft 0 Sq. Yds 0 Lineal Ft 0 Lineal Ft 0 Lineal Ft Total Repair Costs: Less Street Cut Deposit: Invoice/Rel'und: $0-00 $0.00 ,%6.00 $0.00 SO.00 SO.00 $0.00 $0.00 $0.00 $0.00 $100.00 $0.00 % 0 v - - - PLANNING DATA 11 STREET Name: Michael Woi+�Ivle- Date: 0 Zg / 1, 00(p Site Address: -t -*5 ir c( W PlanCheck#: Project Description: Nt\A/ Reduced Site Plan Provided: (ED NO) Zoning: Map Page: Corner Lot: ES NO) (D Flag Lot: (YES FO)) I Critical Areas Determination #: (0 C) e)ee e Acotcxh% ( El Study Required . loy Gaotcc," wosWi-Arlf-5 . 10r, )KWaiver SEPA Determination: +/.2.1/7,00(o --:�p -fvv- 10001C163 By06W19 C9 Needed (for 500 cubic yards of grading or site within 200,feet of Puget Sound or Lake Ballinger). CK Fee, *-MA.�, Wi enet-aS Checklist 1952 C.y. C.LA' soowrl 15DO ycI6'3 -, lvtL-, APO' List with notarized form C, - 2_ 0 ra d (rt 3 olywr LD+- w El Exempt Fli CkA1%-- not peh- M f 1!:P, L.) Re d Setbacks Strep-1 Street: I W71VI ct Side: (W) -Re 5rc( ActualSethacks Street: AW1,11nd (N) 2- 5 , ide: T J5 1 Side: ( W 1 -Rear (e) 11 Detached Structures: 0 . VIC C.700MM El Rockeries: El Fences/Trellises: El Bay Windows/Pr-p-jecting Modulation: El Stairs/Deck: Parking Required: J;. Parking Provided: Lot Area: 61 15 f# Vtvl LotCoverage: Lot Coverage Calcul-ations: I- v5 :�,,q poc>f 6Ly*e_,q qy6��q Height DatumPoint: MoLvi VJDIP-.# CbVt,.,�Y' Datum Elevation: oo Maximum Height: 7,15 61-KI-15) Actual Height: ADU Created: (YES /0 Y—ftcvlew) g�,VADWY-1- Subdivision: ftmeviPW A-44 No- �L L-Ot Legal Nonconforming Land Use Determination Issued: (YES Other A' Srg- C,: MaX xfh� PlanReviewBy: Cq11V1a GDG(ei0i .i '. I 6W —.L�2/ -- 0 /& 0 tritical Areas Checklist* I CA File No: : , - - ` Site Information (soils/ topography/ hydrology/ vegetation) Site Address/ Location: — I 6-LY-)c — --� -3, k-�� 6�'� W. 2. Property Tax Accoun: t Number: IS 0 n- 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? _ yes; __.X, no. If yes; how is site developed? — f�',<Tw& 5. Describe the general site top6graphy. Check all that apply. Flat: less than 5-feet elevation change over entire site. 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: tj 43 Approx. Depth: 7. Site contains areas of seasonal standing water: V�j (I Approx. Depth: What season(s) of the year? t�:j 8. Site is in the floodway N JA- 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? Y 10. Site is primarily: forested meadow shrubs mixed urban'landscaped (lawnshrubs etc) 11.. Obvious wetland is present on site: t) 0 Critical Areas Checklist.doc/3.19.2001 City offdmonds Development Services Department Planning Division Phone: 425.771.0220 17 Fax: 425.771.0221 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 the application 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 ofthe site or data available at City Hall (Critical areas inventories, maps, or soil surveys). Date Receiver- I a - ---I- I - 0 1 City Receipt#: 1ARD a Critical Areas File #: �-A I — 0 14o Critical Areas Checklist Fee:- $45.00 Date Mailed to ADDlicant: A property owner, or his/her authorized 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 oin 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 assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indernnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its'agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am authorized file s application on the behalf of the owner as listed below. SIGNATURE OF APPLICANVAGENT------IIEQWX�� 4 ., rAZ C DATE. i Property Owner's Authorization By my signature, I cer* that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for th blic officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and po g,,attendant to this application. SIGNATURE OF Owner/Applicant: Name DATE kk Applicant Representative: Nalne Street Address Street Address V-A t LI_L c- y(-� K t,� city Stke Zip Telephone: —O(o(-3 ��, Email address (optional):. `LB63 City, State zip Telephonek -2-0 r-.) (. 57 0 — 05arCo Email Address (optional): tj J tA= Critical Areas Checklist.doc/3.19.2001 *-� 0�= /k QLLX�-[A Q tritica- I Areas Checklist 0 CA File No:. Site Informatio ' ii (soils/ topography/hydrology/vegetation) Site Address/ Location: I 8-L Y- x — --) --5, 2. Property Tax Account Number: 3. Approximate Site Size (acres orsiquare feet): 9 dS c, 4. Is this site currently developed? — yes; no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat. less than 5-feet elevation change over entire site. X 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: 4](3 Approx. Depth: 7. Site contains areas of seasonal standing water: t-J lu Approx. Depth: What season(s) of the year? t�!) 8. Site is in the floodway N JA- floodplain of a water course. 9. Site contains a creek or an area where water flows across the groun& surface? Flows are year-round? yj 1 ev Flows. are seasonal? (What time of 'year? 10. Site is primarily: forested meadow ;shrubs mixed urban landscaped (lawnshrubs etc) 1J.. Obvious Wetland is present on site: Oo Critical Areas Checklist.doc/3.19.2001 '4C. 1%9' City oAdmonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 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 the application 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 dataavailable at City Hall (Critical areas inventories, maps, or soil surveys). Date ReceiveT 1 a - -"'- I - cl City Receipt#: I AF�D P_ Critical Areas File #: �A Critical Areas Checklist Fee: $45.00 Date Mailed to ADDlicant: A property owner, or his/her authorized 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. En addition, the applicant shall include other pertinent information (e.g. site plan, topography map, etc.) or studies*in conjunction with this Checklist to assistant staff in completing their preliminary assessment of the site. The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, inderrinify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable attorney's fees, arismig from any ac ' tion or infraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the� best of my d le is appli knowledge and that I am authorize, fi* cation on the behalf of the owner as listed below. SIGNATURE OF APPLICANTIAGENT k414� 1C K4;1� DATE, I ion Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for th p lic officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and po &,attendant to this application. SIGNATURE OF Owner/Applicant: Name DATE Applicant Representative: Nahle L t CL-:3, Street Address Street Address kAA t -L- C_ LA-14-. a J"�� city State Zip Telephone: 4g�5- 31�-7 —1016(63 Email address (optional):. city State Zip Telephonek -2-0 r_-) (. 57 a - gfL'�-(o Email Address (optional): jt�j J tA= Critical Areas Checklistdoe/3-19.2001 CA File No: fritical Areas Checklist 0 Site Information (soils/ topography/ hydrology/ vegetation) Site Address/ Location: —� 8-LY')c — --) &�f' 2. Property Tax Account Number: 3. Approximate Site Size (acres or square feet): 4. Is this site currently developed? _ yes; X, no. If yes; how is site developed? 5. Describe the general site topography. Check all that apply. Flat less than 5-feet elevation change over entire site. X 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 distanceof less than 33-feet). Other (please describe): 6. Site contains areas of year-round standing water: tjg Approx. Depth: 7. Site contains areas of seasonal standing water: tJ (i Approx. Depth: What season(s) of the year? tt, 8. Site is in the floodway ly'k- floodplain of a water course. 9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round? #'v Flows. are seasonal? (What time of Year? 10. Site is primarily: forested meadow ;shrubs mixed urban landscaped (lawnshrubs etc) 11. Obvious wetland is present on site: Critical Areas Checklist.doc/3.19.2001 'C. Jb7 City oftdmonds Development Services Department Planning Division Phone: 425.771.0220 Fax: 425.771.0221 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 histher submittal of the application 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). Date ReceiveT- 1 a - ---I- I - City Receipt #: I AF� D D- Critical Areas File #: �A -?,op I — 0- 140 Critical Areas Checklist Fee: $45.00 Date Mailed to ADDlicant: A property owner, or his/her authorized 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 assistant staff in completing their prelin-dnary assessment of the site. undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the application agrees to release, indemnify, defend and "hold the City of Edmonds harn-fless from any and all damages, including reasonable attorney's fees, arising from any action or inflraction based in whole or part upon false, misleading, inaccurate or incomplete information furnished by the applicant, his/her/its agents or employees. By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my knowledge and that I am,authonized file is application on the behalf of the owner as listed below. t t�g� SIGNATURE OF APPLICANVAGENT DATE 1d91CDk Property Owner's Authorization By my signature, I certify that I have authorized the above Applicant/Agent to apply for the subject land use application, and grant my permission for th public officials and the staff of the City of Edmonds to enter the subject property for the purposes of inspection and po &attendant to this application. SIGNATURE OF Owner/Applicant: Name Street Address K city State Zip Telephone: 37-7 Email address (optional): - DATE Applicant Representative: Naine L -I- J& Street Address `L B 6 3:1 city State zip Telephonek C. C 5�a — Email Addrpss (optional):,- 1,J i (A= Critical Areas Checklistdoc/3-19.2001 ff^l" Rom Ift W "pas Exhibit "B" f-4 =15d.. R - - ADVENIMMAMENDMENT TO PURCHASE AND SALE AGREEMENT The fboo . wing Is paft of the. Purchase and Sale Agreement dated 12/6/01 between Wathne (-SeIkffj 2 .,and Faiffnont Development, Inc. MU"O 3 c,nc,mi,g: Lots 59 & 60, Homeview Addition #1 ClhoPrOpOrty"). 4 IT IS AGREED BETWEEN THE SELLER AND BUYER AS FOLLOWS: 5 ScIling office, commission.. to be S8500.00. Date o( mutual acceptance is 12/19/01. 9 10 13 14 16 16 20 22 23 24 25 AGFNT (CoMpAtM Pmvicw Propcities, Inc. LARRY WATHNE 26 ALL OTHER Tr--RMS AN ONDITIONS of said Agrewwt reMain unchanged. 27 SELL" SELLIM 28 IDATE &L DATE IS- DATE '%Z-0-9>0 19 DATE It 20- wNTE-40ma" Assnts CW Gnu"-somweaff PM seem's OW From: Larry Wathne To: Michael Johnson Date: 12/19/2001 Timi: 6:09:40 - PM Page 3 of 4 —AP 12ALS/01 TUB 18:19 FAX 2066257083 M CAPIWr PJUL= 91001 PvV2 iW2 rra., tp" VADgww Tw Whast JdhfWM 121" 1 %*&A%W PM ed Ipw VUweft�.WW mom AgRamomwt. dOnd C-OMPOUPOdwL A ff1SAGREWWrPKWTW MWA AM ft"M AS 110� 4 Leo tvaeleaveceaded ka VIC]. 13 Of T*M meardir or Swbomisho cmmy- Wad*NPM 47 —WM =6 - - ddIhM 11PNOW—F d.0 be: TWO flundilmd. T2ffm lbouawd Tood ,rerm am ITO Cwh gK ti afeselemw Mr .,..thM &C dSeftft PMpWM CbMdkIO0 Rgpt*t whb gewd te, qumtkou WWW vdCww jANW.- Let 70 r-01 X 135 OW 00060"Of I& &a =%'ad phs MW of n-A-4: TW OMMWA� OrdW W-ft—'%7 am ObUdwd &M Suchnumb Cooft Avd11W or tak Hamwww� AdAkkw NO. 1. A cory efdW AW � bg & ILgLG - ... . T%an, IM IM bem W —'M dbwW can=ftdtD"W- plon. etWe mwes. wctland or ad** enwhommmmuft mmodw OEM TWO =iwwar dotfid, ELAA - The dhPvw*kWO 0008 V­GPwt3 fm 70 gat* X 133 rem Seawal"S *0 &a Swidi"I 1pba MV of nomeview, Addhkw No. 1. A CWY of ilia amp cm be obbiMd A.0m 6whowdlib CGOONLY This Is so a Am VUL. 21 ELU : APY Ww-d§K9-W'Cr Is Ow C amino do wkm= Sm TIJ2! Them b" be" 56.60 yur& offill dumped on Ow C&O A& Ordw vWPOOM 21 owl 00-,46T-i d9,%tV--" tty 23 dW ILM 24 "LAC*qC%G" VJ %2j, rmuw Nor— UT: —LAM" WATUM am offnam Offult 00" SNOL out mn -wow From: Larry Wathne To: Michael Johnson AML Date: 12/19/2001 Time: 6.:09:40 PM Page 2 of 4 U/10/01 VON 16:14 FAX 2065257603 RED CARM NUM 0002 oif *awe C JL 4L '11%or—IN TIwrwli:iiiiliivM L tA CA L-Csf- coo sqq Owma viie4u t�ArVok a .40 - &WA;%-CwwNk —W&W*Mp- A�� tm vow - C;, t--*f -- li I le & vwmb�* pmm 6AMMON ICs--r..rj- 7KI IT" lei 8 S. 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Suns A -�pvoww —Atka& CIAI)e WA 98M p - 9%MvM4)&- 4�2�" 426-25"916 plow -LO Ip - S-ZS -7=3 Od" 1 -------- -------------------- MetroScan Sn6homish :-0 --------------------- Owner :Wathne Louise RTSQ :04E27N17 -NW CoOwner APN :00 4775 000 060 00 Site Addr :*No Site Address* OldParcel :4775 000 060 00 02 Aail Addr :14513 2-lSt Ct SE Mill Creek Wa 98012 Parcel ID :1106779 Rec Date :06/17/1999 Deed Structure Price Loan Land :$20,000 Aud Fee# LnAmt Total :$20,000, ActualUse Levy Cd :00220 Lender 2001 Tax :$249.48 Vest Type :Trust\Trustee IntTyp- Phone Bldg Name : %Owned :100 Land Use :910 Vacant,Undeveloped,Unused Land Volume :13 Page :91 NbrhdCode :528 Easmnt Zoning :Rs-8000 Census ZoningRest : Tract Block Sub/Plat :Homeview Add No 1 Map Grid :455 B3 Legal :HOMEVIEW ADD NO 1 BLK 000 D-00 - Bedrooms Bldg SF LotAcre Year Blt Bath F3H lst SF Lot SF EffYrBlt Stories 2nd SF Heating BldgGrad Fireplace 3rd SF, Roof BldgCond Spa 4th SF View WaterSrc :Public Units BsmntSF WtrFront Sewer :Septic Information compiledfrom various sources. Real Estate Solutions makes no representations or warranties as to the accuracy or completeness ofinformation contained in this report.. 7 - ----- ---------- NOTE: Kroll Maps are coml and FieldSurveys.,Tihey.ae I 41 -W 02d le �4 LY-NTNWOODL- only a: 4 �ntty iys Exp W W JV2 IT271 _iy 4no no �warranty is exp 12 S. ...... ...... tso GO 140 136 T:-* 50 0 bi 18,17 135 60 60' 80 R 51 LIMIT '-EDMONI S 9 r,'OA �i n L 0 49 Z-006 005 G -M 52 49 Z z 79 48 3 3 Z-007 16.5 1z 77 48 13 s.)N. FA6' % , PL. S.W. 181 ST 43 182ND ST. S. W. 00 T, 67-W G7 5 0 611 Izz ui 5' 4 1 4z 9 io E-: L6 4 183 R D PL. -S-*1"' 10 '70 z A I ani -10 14 "k,91,91 15 :.TIM A6. ,Rim cn I,_ cn 0 z N co vl- STREET FILE 7 3 R Df� ' V' E W-'-' shor.ji f I f "1110,n o- - = 4, . I 2 0' lv-- 6.0" C/O @ GRADE 7.0'DEEP 22* BEND DOWN & 6"-4" REDUCER 450 Ben 7Z El 7.0'--�_, 5. Ly, dT ON I 15.51 41"01 18210 Nw mL I =o, Z SLIDING DOOR 0 ED* CITY OF EDMONDS SIDE SEWER AS— BUILT 0 c) ADDRESS: PERMI NO. 18210 73RD AVE W ENG20060198 CONTRACTOR1 HOMEOWNER: S ALEj \/v NTS XXXXX MICHAEL WATHNE DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY: &t. 1890 03/05/07 J.HAWKINS 08/30/07 J.COLLINS 1 -?7 c. 1891, CITY OF EDMONDS . 121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221 Website: wwwxi.edmondsma.us DEVELOPMENT SERVICES DEPARTMENT Planning* Building- Engineering December 6, 2005 MEMO TO: Puget Sound Energy 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. Edmonds Fire Department Edmonds Police Department Edmonds Utility Billing Edmonds Public Works Edmonds Building/Street File Edmonds Address Files Lynnwood Disposal Comcast Cable GARY HAAKENSON MAYOR Please be advised that 18210 73rd Avenue W (lot 59) and 18212 73rd Avenue W (lot 60) have been added to the Edmonds address system: Occupancy: Residential Tax ID Number: 00477500005900(lot59) 00477500006000(lot6O) Subdivision: Homeview Add No 1 If you have any questions regarding this letter, please contact me at 425-771-0220 or Harrison@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list. Respectfully, Senior Permit Coordinator Edmonds Building Department Cc: Michael Wathne U M mk zLma \ . I I 1: 17826 7330 17900 -7, 17909 17906 IM0 17907 7 7012 7 17902 W 9 to 7321 17916 > '3� < 17921 7107 17908 75 a 7325 7315 17926 P") 17914 17927 x ir 17924 17925 7115 180TH ST SW 17930 180TH ST SW 18003 I80G4 18005 18006 ISW7 14 18020 18011 laols 18012 7028 7026 18013 18012 ISM 18021 18021 IS020 18015 1 SOW 18017 19023 IB026 18101 18026 18027 18026 113027 18�032 18020 PL SW -- A Ill- - 9 18032 18035 1803, 18105 18102 18102 0? 'SA04 18111 8107 18106 18107 ISID9 7115 7101 7023 18115 is 18114 18124 IST Sw 18121 Iola\ Eo,�]! 182ND ST SW ;D 18201 1 — - - ;z ;: , 181 8204 z 18 7324 Ono 7015 2 1 1g, ) ' 1. IfI205 18211 18211 — 1025 8216 821 lowl — to 18214 LU 18213 18 ILI e220 1820 18212 18zl 9 — > > 182N PL SW 18222 < 4 7022 1 4 192 IS a 21 z 1 B226 R 18220 Gf VJAY 18229 1 a228 0 cm 1821 1 is: 18227 18301 18300 leml 7418 M102 18303 7101 183=W 18229 1831 is: 1 00 18305 a 11 A , A 19311 16312 308 7109 I&V4 1831 7530 18,3� U _ 18311 — 16314 IOZ325 Ia3II to 1 18317 - 1 Wo -- 111319 18322 Ili IR!"4 Is= 1 1032( 7605 1 19323 18328 — tOW7 — 18330 lam-12;1 18319 1840WO 16329 .1 18404 184TH PL SW 0401 18325 — — -- 8408 18321 1 IS407 W 7607 t 15402 — 18401 18402 18403 18416 18405 18404 19410 ISAW S 18403 18418 -1 18400 IW7 — 18412 18424 10411 18412 15415 15417 ? 184G4 t 19411 18416 — 18415 15416 — 18430 18419 18420 18414 184V 11 18417 18424 18423 18424 18500 18427 141428 ir 0 185 ST SW IS423 7425 OLYMPIC 18430 18429 e5v2 10508 18433 16502 ui In — 10505 18504 18418 18426 '6504 IM3 8516 K 1. 18509 Iowa 7512 Oslo 10509 18511 18600 18523 18520 185TH PL --- ui In 18513 — 18514 Iss" 18432 1 .1211 1852j 18524 18601 — 18604 16625 18522 — 18519 1852t 18512 7230 Station IN07 Lynndale Park... — IGS28 18529 18530 18527 18526 W W IBS29 18608 18605 — Is= — - 18602 1 8603 186G4 18MI low 1. 18612 IBM 3: — — 10610 3: -- 10611 18610 18607 18608 18S30 18616 W 18615 > � R� — 18615 18616 I- 4 — 4 18616 -C 18617 18618 t8617 18620 18621 - 18820 X- t 18621 18625 '8M 1 10614 10624 r- — 18624 ism IW24 18625 ism ---- 18626 18630 1862 1 SM6 2MB 1 1 18700 %S1 186 18630 18632 18&31 to is 18700 18rrH 18712 187 Lynnwood Fire Station 18M 1129 7123 711 5 710 7101 7-003 6-93, 6 1 691 6wg 69DI 6at 6811 6724 188TH PL SW 6807 672S STREET FILE DEPARTMENT OF BUILDINGS PER INTERNATIONAL RESIDENTIAL CODE SECTION R1 10 AT: 18210 — 73d Avenue W Building Permit #: 2006-0580 Occupancy established by this certificate: R3 Dwelling Units:---- 1 No. Stories: 2 Basement: N/A Type of Construction: VB Owner of building: Michael Wa''thne- The Single Family Residence at 18210 73rd Aveh W has bee'J" ue n inspected and- approved complying with the requirements of the 2003, edition of the International Residential Code as adopted by the City.for'the�group and division of occupancy and the use for which the proposed occupancy is classified. Issued this 30th day of Auciust, 2007 Chief Building Official By: Any change of occupancy or use requires a building permit and a new Certificate of Occupancy Issued by the City of Edmonds Building Official. 'AV'. V: 77.4 eo,SLbI ol 0 m OL OL OiE oc OL O-t�l ..a OL OL. OL. OL 04 U) qL WAIM wln if M m LA (h 0 coos 0 a if (Y) m if If 1 10 LA OL. 49 IA.. 0 IT LA LA 0 m S " If 0-$- L N Ln 01- OL OL. G 0 ID IZ -3 1,05 ?.G -,ON OL JK OL I OL I OL I . nj two. 00 V, ILI 10 -L, IA Qc 01- O'L OL OL cx 01- oi- OL ol iEi,- 05 - Z12 0 N Snohomish County, WA Assefr Parcel Data 0 Page] of2 SnohomishOnline Go"inment Information &' Services County4* Washington * R E A L * Property Information County Home Assessor Borne Treasurer -Home' Information on which Deparlment to contact Please view Disclaimer If you have questions, comments or suggestions, please.Qo n.l.a.c.0 ,U.S. Date/Time: 11/28/2005 1:00:51 PM Answers to Freauentiv Asked Questions about Parcel Data (opens as new window) Return to Property. Information-E.0-try- page Parcel Number 00477500005900 Prev Parcel Reference 47750000590005 4ap of this parcel (opens as new window] Links to property information below e General Information Names & Addresses, Property Legal Description e Treasurer's Tax Information Total Current Year's Taxes and other information ,Assessor's Property Values Market Values, Current Use Values (if any) Assessor's Propertv Characteristics Tax Code Area, Use Code, Parcel Size Assessor's Structure(s) Data Data related to the structures OD a parcel Assessor's Property Sales Sales recorded since 7/31/1999 Assessor's Mapping Information Traditional and Interactive maps, Neighborhood General Information Taxpayer Name 11 Address (contact the Treasurer if you have questions) WATHNE LOUISE 1114513 21ST CT SE --- MILL CREEK, WA 98012 If the above mailing address is incorrect and you want to make a change, see the information on up-me-arld Address Chancies Owner Name 11 Address (contact the Assessor if you have questions) WATHNE LOUISE 1114513 21ST CT SE --- MILL CREEK, WA 98012 Street (Situs) Address (contact the Assessor if you have questions) UNKNOWN UNKNOWN --- Parcel Legal Description HOMEVIEW ADD NO I BLK 000 D-00 - LOT 59 Go tolop of page Treasurer's Tax Information Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as new window) 2005 Taxes for this parcel $1,108.96 (Taxes may include Surface Water Management and/or State Forest Fire Patrol fees. LID charges, if any, are not included.) To obtain a duplicate tax statement. either download our Tax. Statement Request form or call 425-388-3366 to http://web5.co.snohomisb.wa.uslpropsyslAsr-Tr-PropinqlPrpinqO2-Parce]Data.asp?PN=O... 11/28/2005 Snobornlsh County, WA Assd4r Parcel Data Page 2 of 2 request it by phone. QQ Wipp of Page Assessor's Property Data Characteristics and Value Data below are for 2005 tax year. Please contact the Treasurer's office for answers to questions about Taxes (opens as new window) For questions ONLY about property characteristics or property values (NOT taxes), please contact the Assessor'.5 Office (opens as new window) Property Values do not reflect adjustments made due to an exemption, such as a senior or disabled persons Values exemption. Reductions for exemptions are made on the property tax bill. Tax Year 2005 Market Land $103,000 Market Improvement $01 Market Total $103,0001 Tax Year 2006 Market Land $122,000 Market Improvement $01 Market Total $122,0001 Go to.top.of page Property Characteristics Tax Code Area (TCA) 00220 View Taxing Districts for this Parcel (opens as new window) .............. - -_ . _- Use Code 910 Undeveloped (Vacant) Land Size Basis ACRF- Size 0-22 (Size may include undivided interest in common tracts and road parcels) Go to.. top. of, page Property Structures No structures found for this Parcel .Go to t�olp of page Property Sales since 7/31/1999 Explanation of Sales] nforma.fion (opens as new window) Sales data is based solely upon excise affidavits processed by the Assessor. No sales for this parcel have been recorded since 7/31/1999 Go to top.of page Property Maps Township/Range/Section/Quarter.. links to maps Neighborhood 1504000 Explanation of Neighborhood Code (opens as new window) Township 27 Range 04 Section 17 Quarter NW F.ind. parcel.. maps for.this..To.wns.hip/Rp,r)gp/�$p�:t-i-o.n View Map of this parcel (opens as new windowA http://web5.co.snobomish.wa.uslpropsyslAsr-Tr-PropinqlPrpinqO2-ParcelData.asp?PN=0... 11/28/2005 Snohomish County, WA Ass*r Parcel Data 0 Page] of2 SnohomishOnllne Government Inftrmation & Servicos County4* Washington * R E A L * Property Information Couri.ty-jime Awwr: Home Treasprer.H,ome information on which Depprtme.rit to contact --- ---------- Please view Disclairrier If you have questions, comments or suggestions, please Contact..Us. Date/Time:11/28/20051:00:]IPM Answers to Frequently&ftd Questions about Parcel Data (opens as new window) Return to P opertv InformationEnt page ry ParcelNumber 00477500006000 Prev Parcel Reference 47750000600002 View Map of this parcel (opens as new window)11 Links to property information below * Generalinformation. Names & Addresses, Property Legal Description & Treasurer's Tax Information Total Current Year's Taxes and other information • Assessor's Property Values Market Values.. Current Use Values (if any) • Assessor's Propertv Characteristics Tax Code Area. Use Code. Parcel Size • Assessor's Structure(s) Data Data related to the structures on a parcel • Assessor's Property Sales Sales recorded since 7/31/1999 9 Assessors M.a.ppi.ng Information Traditional and Interactive maps, Neighborhood General Information Taxpayer Name 11 Address (contact the Treasurer if you have questions) WATHNE LOUISE 1114513 21ST CT SE --- MILL CREEK, WA 98012 If the above mailing address is incorrect and you want to make a change, see the information on Nam-e-and Address C * han ' ges Owner Name 11 Address (contact the Assessor if you have questions) WATHNE LOUISE 1114513 21ST CT SE --- MILL CREEK, WA 98012 Street (Situs) Address (contact the Assessor if you have questions) UNKNOWN UNKNOWN --- Parcel Legal Description HOMEVIEW ADD NO I BLK 000 D-00 - LOT 60 Go to. top. of,page Treasurer's Tax Information Taxes For answers to questions about Taxes, please contact the Treasurer's office (opens as new window) 2005 Taxes for this parcel $1,108.96 (Taxes may include Surface Water Management and/or State Forest Fire Patrol fees. LID charges.. if any, are not included.) To obtain a duplicate tax statement, either download our Tax Staternent Request form or call 425-388-3366 to http://web5.co.snohomish.wa.uslpropsyslAsr-Tr-PropinqlPrpinqO2-ParcelData.asp?PN=O... 11/28/2005 Snohomish County, WA Assc*r Parcel Data Page 2 of 2 request it by phone. Q_Q_!P.jPp_ qf.page Assessor's Property Data Characteristics and Value Data below are for 2005 tax year. Please contact the Treasurer's office for answers to questions about Taxes (opens as new window) For questions ONLY about property characteristics or property values (NOT taxes), please contact the Assessor's Office (opens as. new window) Property Values do not reflect ad . ustments made due to an exemption, such as a senior or disabled persons Values exemption. Reductions for exemptions are made on the property tax bill. Tax Year 2005 Market Land $103,000 Market Improvement $01 Market Total $163,0001 Tax Year 2006 Market Land $122,000 Market Improvement $01 Market Total $122,000] Go. to.t.op.pf page Property Characteristics Tax Code Area (TCA) 00220 View Tqxi.n.Q_­,Dis_trJ.c_t_s for this Parcel (opens as new window) UseCode 910 Undeveloped (Vacant) Land SizeBasis ACRF- Size 0-22 (Size may include undivided interest in common tracts and road parcels) Go to top of.page Property Structures No structures found for this Parcel Go. to top pf.page Property Sales since 7/31/1999 Explanation of S-ales-Inform-a-tion (opens as new window) Sales data is based solely upon excise affidavits processed by the Assessor. No sales for this Parcel have been recorded since 7/31/1999 Go to top of page Property Maps Township/Range/SectionlQuarter, links to maps Neighborhood 1504000 Explanation of Neigooprhood. Code (opens as new window) Township 27 Range 04 Section 17 Quarter NW F.i.nd..pa.rcl-el-.m-ai).s.f.o..r this Town.ship/Range/S.ection View Map of this parcel (opens as new window�)] httv)://web5.co.snohomish.wa.us/proi)sys/Asr-Tr-Propinq/PrvinciO2-ParcelData.asi)?PN=0... 11/28/2005 C V7�� ;90-0o, ............. ... .... .......... 4 j N IbI 4 I It It I OC;ki-7-7 -5.0C)00 g I 1,06 RCOF AREA 2 S-T9 Sr RWIWALKS11PA W - 120-9 -';,c 97AL AREA-J,748 SF AMW or f-7FN77a4( kazlW ACOV 96 CA- .S- J2 LF 24' HOPE (100 CF) FIRCE 01A. - 718 ()Cb t HL IGHT CAL CUL A 77CWS A 88. 51 8 95. J,7 C 98.64 0 96 4-T 0 - T L J7 7A 9.95 A WRA C-1- = -94. -09 MAX HE16Hr iig 9.9 f7 'Ab ------- ------------------ -WAS - --------- par, ja b p C) PLANNING COP�IDITION: % ckeries shall nut He�qht of ro, ) feet in the U R exceed three (3 16 sewack area as measured 98 from too of rock to original grade: I .A A 8.2 1CO % J it Zone _p- iE) Com F1 Setbacks R uir Actual OT E FILE --i FrontW 1.15 /2g(a (AJ zol Sides,571VJ Reef- c -1 %1 &% 2-112- 1 "A I I qO ��9 S-1 RE ION C1 10 10 81 g8 87 S6 e), AP OR -11� BUILDI AMMEW IN —T WIMI—IRE PI! —O�VTO CrrY OF NDS IS— —1c. TO T— I— —Efle NO I TO 2 R�KL -L�5 Ak� C!R IN HEI��T RUCVIRE 1. —T�.CV AM Z, t �T PTIr- rt. FLA�;—V— PLACEMENT OF Vr AV4A4r-ZNT STMXTUFWZS 100 �.R �I, C P� r. �LL RCIC..� —*1L r M-- �.l 1110 -.M RV-4— ;.I le-.. r 5, 5 a// olo LF, 8 M, S-8 7X OR - - - - -- - - - jo, Rlw 6 .... ..... . . . . Z Z GAZ DZ 5CRIP TION. &D NEIP 5' Z 0 T5 k"I PZ A T OF 1101VEW-W ASPHAL r 18, a 7 do Sr, WAL K AZ2,01TION NO. A CCOIOING TO Z A 7 OETAIL RO)Y 0/4 7H-f _Rf UF RZ-CORDE0 IN VOZ Mf IJ OF -91 PZ A 75 PA 6Z 112 L /P 11?f C011?,05 OF SNOHOM15H, 12' fR6 W PA IfNO it y U A % &XMI1,0ED 011 (MZL0#'L1AlI OP'v COUNTr, WASHING70-N. rO FA6F OF CYIRS PA ",&Nr 01-L CON6. 1IRS 77P a" CYIR8 -EX. Sth?kEYRN DR1kEH1Av APR6W SHALL HF A MINIMLIM Of 6 7HICA' ANO SHALL Al 8. OAk 50, N. P -V ON 2 OF 518 CS 70 8f LACL ,_.00 A 89 rs �Fo 0 LIP J"Jo 00 '01-A 7- AND COMPAC7ED ORADf. Nf-W kERWCAL - & _?13. f MR59 #wr Ll 'aZ_ Sl- sA f Fr ,OER 6VE S7D fAW MiZ- 6F NEW5' 4 r wAvir 1% 6 MRS RA IMP 7 Pf 4 (PER OF AV, r�FF 2 A NEW. GMER- rvP -RE.9814 CM- SM O#V E2 12 MMM MOW EDYMOS S7D OEM& E2.25 FaAfolvos S7D _11L F217) 1E .94 J8 (MEW 12 IN) 1E AJ 44 (�EV 8 N,) r /F 92. 60 (YA r0H EX C YILJ 25'R 5, AMOARO ORIWWA r INIRANCI -OVA; /,Vrj tv-,ewr) 72 co/V61, RE 85 40 cel� 0EPT F 8104' A 156 LF, Mv M, r in, S -,:ZjAr ........ . APPROVED AS N0TED 12 ZF 6- 5D, 5-163AT Jr, 7 E 9, 62 lZ - ('112" If") Jy ENUINEERING Hw 5 INN, r---------- RZ r4 5,3 5 EW 4;q cz? za, T�PE /Z ag n PE /Z (A* 0� lE Q�o `vl� SAHVUr FOL110 9EAIT IR?z - 88 25 1�llt IL 7-- U-, 1>u. G/ ITT (// V 1-11—C N 1E 86. 25 (6,' 2 EA) MAI 4 PEZ P OW PN RE 99 15 Rf .97.J95 x 6,7.27 (2<) A Ole-1,2, /v 'y 0. 1-0, OF If 82.95 (ALL) 1E 94. 96 CAL C F051 71 N. A REMO kE 7ms PARr 6r A9 Df - 1-Z _N 17ON 5 r5 VEW 5 ------------ - ----- JT2 Z F, 24 " HDIOE WALA'l k AsPHAL r Ir cl f /74V /Z 92.50 ca E2. 00WN5F0l17_ COLLECTORl" 0 X If, D __ 1' 1A' NZ-W 10' ORAINACE EASEMZNT 70 LOT 60 7- EX StIR lEr PIN RE 8if 95 /F ff2.95 - 177777117r, 71 6 LF, m --- ---- A- 5 - 1. 7,Z -------- Of 9 IC1107 � �: v SA WCllr'A a If 10I A9 90 9655 --- ------ CO VER6 V 9883 FoRal 1'4 N. 6. �5.96 20 >4 __N QQ— A L (7 A, m4 d -4 :A\ b _��!750 0/ 5� 960�, Nf -W 6 00 k4 94- 9ZDG-R SF C-V�, FFT -9700 .'5 6-CIVER S7�1,9 .\ ko 1'.9-0 0-T 79 ;1_4 4.4. A RA �70 - 68 5F IQ 'Irk N 95 10oww/vs1pour I 0<- COZLEC70R A 59 loq,� 01?1tE1 ALff 96' '25 741 SF -A . .14 .00. --- A .................... . :77 �05 50 8J L f,- 46 5D, 5- 16.21 IV 01 9550 N IJ4 9.9 1 _100_____,o N _5�_q .. .... . .... 98 <\ DE7Z_NTION Srs/7z-m ag lf2, TrFE IL - - - - - - cai 7— - FIL L 712 C r R-) 60_ j;� 400 IrION5 10 41— ,00mv soour 00ZLCCr0R PIPZ- & STORY ORWIN PIPE SHALL RF ptc, swm, As7mo-jo-T4,4r2xmllvlmumsLopcuNLisso7HER 5f -1 NOMD. F0077NG DRAINS SHALL BE- PVC, A57Y D-2729 ALL anov spours utisr comEcr ro mEmAII­ sysmy. rHi E7EN77ON SY57EY C8�9 SHALL 9F TYPE- IL. COMECT loc F0077NG DRAINS rO 06 hf2 Df _1"Z_N770N PIPE SHALL RE SA1007H- WALLED CORRLIOA IZV HDPf 12 SZ2 IN RIMI SHALL 9E SMOOTH- WALLEZ-7 CORRUGA /Y,_0 HORE N,— ON T- NOR TH Q'I PHIC SCA Z E 7f 00000 y yz OCK)a =�nr r 0 5 10 20 I" = lop VER71-CAZ DA7V-IV- ASSUIVEP 70 co RI /10122, EX SY It W--6- 1002, CR ms marcr c8 Rws AlfiFADr 8EZ-7V SET \N 7__ 61 /V 897-2650. w .9,9 �_]_Q 9ZOG ROOF AII — 2,539 Ll)1?1l1z141Az1lr511l9AT10 — 42019... 1;, 7-07-AZ All?f-A-9,748 5f- APIFROVED. FOR CON57R C71 N 96 CF ,OETZNTION VOMW M2 C/ T r ENCINEER 29A TZ U5E 32 Z F, 24 "" H29Ff - (100 Cf - 291A. 01PIf / —7//8 '15�C_AER ro CZEA/V OUT 0 IE 100 0 N tER 7- Row C/-t I I NEWASPHAL71­ PA ONG PA "ENr C11 COG-,- OF Z-A- 71 F__ kfT7,70AL & PER 619E E2.8 A EX StIRPEY R//V 17.2 PRO11FOr SAORW DRAIN /IAS ALREA-Dr SEEN- LAID. Or IJ7 L F 12 SV, 5 - J ar. 12' FRCW PA MNO Clf ()SZL0lYL1NE) TO fA,6r Or cvfiv - r?p RIM EL Ell- 85 15 fRAAfE & GRA 7F_ okff.Azow ZZ-Ftl-8527 If - 82. g Al DIA. /Z 00/' RES 770 TOR — ORIRCE — 7 ,01A. 718-v u f Z 0 P1 CON I-ROL SMOCAIRE —/ Or "'Ou, npr IL . . ........ 1ANY(I ?7MW aJR9 & 6U7-ITR SM DW F2.8 Rf tOt 51 I-IF.99:40 (8� 1 IF 9850 (12- IN OUV ,A5 0' StIRWY PIN 12. 11,jr 1"R q 18" symmo Vf R_ T. CURA9 OUTTf R- UPIRES 3-15-08 1 FAI — — I , �­ I � ...- 6",00WVSP04Y,r COLLf-CrOR I RIM E-LEV-8825 fRA ME & ORA 7E IF 8625 f _12 LFD677FN770N PlPf,_ 24 " HOPF S_ 1. 01V _T_ /F 82. 95 -8 & 327 '910 CH j92, 7YPE IL VZON 40EIE 5r5lE-41 NO SCALf 1 .0 ALL sroww Sf WER PIPE SHALL CONFORM WHPIWSION 7 OF )7�Z_ A5,007;1APWA SPEM,-9C4)70NS AL L PIPE SHAL L - 8f - PL A CED ON Sr48L E CAR N, OR IF IN 7bF OPINION OF 77-IE C17Y INSPECA2R, 7HE EXIS77NO FOUNVA 77ON IS UVSA 77SFAC70Rr, 7HEN IT SHALL 8E EXCA VA 7Z-O REL OW GRAOE AND 8A0(RLLF0 WH COMPAC7W ORA kEZ AfA 7ERIAL 70 SUPPORT 7hE`P1Pf' 7HE bWCffRLL SHALL SE PLACEO E011ALL r ON 80TH SIOES OF 7HE PIRE OR PIPE -ARCH IN LA �FRS fff 7H,4 LOOSEA kfR4GF,0Z-PrH OF 6 INCHES, A64)(IMUMPEPTH 8 INCHES, fiHOR011OHL r rAMPING6AC11LA�ER 7HESE COMPAC7M LA)ERS YVSrEA)Z_N0 FOR OW VIAY=R ON EACH SIVE OF 7W PIPE OR TO 7HE SIVE OF 7W ?RENCH. AfA 0RIAL S 70 CONFLEff- 7HE RZ L 0 kFR 7hE`P,RzFS1-1,4Ll9F7hE`S4A0E` ASL71-S6R19fV (REFER 70 06,00TIAPWA SrANOARV SPECIRCA77ONS 7-04J(J) AMO SrANOAR9 SPECIRCAAWS 2-0JJ14)C, W7HOV 8 & C CORRUGA 7ED A L 11MINUM RIPF AMO COURL INO 8AN,9S SMALL AfEET 7W RZ-OUIRZOMEN 7S OF AASHTON196:&M197. PIPE SHALL RE 2-21J X 112-INCH CORRIAGAAON, hEZICAL-PIPF ALL NON PERFORA 7FO ME -TAL PIPE SHALL IVA VE 12-INCH WOE, NEOPRENE 64SME7S A r /wr AOINTS O-RINO GASA(VS AM r 8E USEV FOR nPE F COUPLING BANDS ,00,YgLE WALLEV (SM0071-1 IN72FRIOR �) 6VRRlA0A 7W P6L)lF7Hn,-AE` PIRE, YEE77NO 7W RE-00REWN75 OF AASYT2 0 252 //1/ 4 TO 8 INCH SIZE ANO AASYr0 & 294S IN SIZES 120 7HR11 J6", ISAN AC6FP7A&E AL 7ERNAPPE TO SCMEDULE A CUL kERr PIPE, AS SHOW ON *5,007;1APWA Sr4MOWRO PLAN 8-17 RACI(RZL AROLIND PIRE MUST RE COMPAC17-0 TO A SPI0I AASHA9 r-99,0ENS17Y OF 9OX IISE-REIISONAgLE04REINh'ANOLINGANOINSrALLA77ON CA 7CA1 SASINS AND MANHOZ AZ L CATCH bWSW5 SHALL HA W A MIN 76" CATCH. ALL CATCH SASINS SHALL 8E TYPE I UNLESS 07HERMSE N07ED. CA rOhl RASIN FRAMES ANO ORA 7FS SNAL L HE- OL WRIC FOUMOR r MOOEL 54-T5, 54-T5A, OR 5050JA, L"INO 7"rRF 6W F011AL. SrORAf WA ITR RV-Z-NN0NAV7FV770N FACLIPES, SrOKV PRAINAOF PIPE AND 04 rCH RASINS 51-IALL sE fz asmv Amo az-ANED Pmw ro CITV ACCEFrANCE X A to 0 (c) 0 (0 0 0 m vi E­4 0 0 LO 0. z 0 U) F- z c) E--i z 0 m u 0 V) LLI uj z 046 z F4 z w =C= F_ z Ljj =5 0. 0 .i Lli Lij 0 F_ ASPHAZ T RAIVP FROW. WAZI,( /`0 SINGLE FAMILY RESDIENCE LOT 59 EX ASPHAZ 7- 2 I)EPAFATMI: ! MICHAEL WATHNE C -T t * z f" 12 "so, CITY Or NOV 1320 * - 1,7 5,P.' 21407 40TH AVENUE WEST ASAW-r-If WILDING DEPAnTwzm, MOUNTLAKE TERPACE, WA 98043 S IrRETTTILII, f0rTY OF IFFMONIn-, 425-345-9645 To V199c;�cV"s ::m cfi_-_ll0 IMUTMCHI K UW-45 ImKp -73 Y�l NO c\I 9 LO LL C\l c\j L0 C\l ­1 CC) (01% z w m Ili t D U) w 3: uj D z F— C�l t1r) L0 202 091� 61-11M FOXIIII-11 E UV TiUILDII HG CITY OF EDrvnl-NDIs LO c I I It 4-3 CD cn U-1 4� If) C-) Lu D CD rr n "T 1--i cr C-) n 4-) =3 WA )E? y QTA J�E CONSMIJ0770N MTV SfD Of N ALL 50&SC)(R05Z,-0 gr LAND D157ZIRSINO AC77k7)IfS SHALL 8f FROSIOW A WS62404EWT QW-Na *0 T INSTALLA77ON- 'EAR -5 -C 5 rAgIL 1Zf,0 8 r SUI)A& E APPL ICA 77ON OF 9ESr YANA OEMf N 7H EA OF THE EN7RANCf HOULL? 9E LEARE29 OF ALL VEGETA 770N, R0015 CTC44 ZhW11YD TO ONE RQU7Z-. ACOZ-55 Pows sHAzz gz- 10 Z? HWROScEDIN6, OR 07HZ-R Vf-OFT4770N, PLAS770 COVERING, 01MENSIOW5 ANvORAINAGE FACIL177ES RE0111REV 9ECAUSE OF WASHING SHOUZ E CQN- -0 PRA C I CONSTRUC71 N ACCE-55 RQUI-F - CON57RUC71ON OEIVCZE ACCE55 A-1 HE 77CES (90PS), INCL IJDING 8U T NO T L /M/ 7FZ 7 70 50, 0, A ND 0 7HER 0, 9, /, EC 77ONA Z ?L E YA M -RIA Z. 79f ORA I 1Z -L SHA L L 9f PL A CED TO 7Hf SPi -01FIf -D ZZ-GAZ LIV-SCIFIR71-0N.- OR Sr P /V ff ST4,61ZIZE0 W17H ObARRr SPAll5 OR CRUSHED ROCY TO MINIMIZE 1-H-,c- TFAC16NO A-IJILCHINO 71-If XPOSED SOILS SHALL BE ASILIZED S7RIACMD ACCORDING TO SPZ CIRCA 77ONS IN 77-If LA . IF NASH RAO S ARE USED, PlEr SEPIMENT ACCORDING TO AN APPRO1,00 77yF)A9Lf - (TYPICALL r, NO SHOULO ZiE INSTALLE9 A006ROING TO MANUFA07ZIRf R-:5SPZ-C1F?C4)70NS Z 0 7- 5,9 RZ A 7- Of H01WEVE -141 Of - SE01MENT ONTO RUgLIC ROADS IF SZ-011WfN-7- IS TRAN5PORTED ONA2 A FIL 7FR SOCY Pf R- -60MOMOS f & I-FRf D WA 7f R- SOIL 5 SX4 L L REMA IN f XPOSED FOR YORf - 7HA N 7 WO (2) , 04 I'S A CE, 7HE ROADS SHAZ Z RE CZ EAhE9 T110R0U0HZ )/ A T THE ED OF FROM OCTORER I THROUGH APRIL JO AND NO MORf 771AN A60RE6A7F- 4"T08"CRlJShEz?ALzAsrRoc1,r AD,01 71-0N NO A CCOINING TO PZ A 7- ROAD sORF S7D OEM& El J fN 7RA NCf , 01MENSIONS - THE A GORZ -GA 7F L A YER MUS 7 - 9f - A T L f4 S T 12 INCHES THICA T UUS T ITH fA 6H DA K SEDIMEN T SHAZ Z 9E REIWO IIED FROM ROADS 9 Y S11O VEL INO OR ,F /On.d )OR0,rECTION -1 SEVEN (7) OA rS F?OV MA r I TI-IROUGH Sf P-7-X-Y9f R- JO) EX)ED 7HE f ZIL L WO 71-1 OF 7HF VEI-11011L AR INORE-5S AND F6'RESS AREA. 1-HE L ZWO TH OF 1-Hf REOF RECOINEL9 IN VOZ UIPIE 13 Of SWf f- PINO AND 9E TRANSROR7ED TO A CONTROZZED SEDIMENT DISPOSAL AREA Lo*,-v 4OA51N 6VI-RANOf - MUST 9E- A T LEAST 100 FEFT -HIN 7-WENTr-FOI-11? (-94 PZ A TS FA GE , 9 4 1?f -COI?, 05 Of 5NOH011111 w1l ) HOURS' SI-REf -T WASHINO 5HAZZ RE ALL OmED ONZ r NO SOALE WASHINO- If - 00N,0117ONS ON THf - S17E ARE SUCH 7HA T MOST OF 7Hf MUD IS NOT RCA-10kf D AFTER SE,01MENT IS RZ-IWOOED IN T111S MANNER I - 77 - wa - )7RES- MUST RE WASHED REFORE SHCOUNITly, 141A 5HINO ITON. FRom gH az RES z?,v caymor w7H 7A RA PEL, THEN 7HE VEHICLES fNTf R- A PUbLIC RO4,0 WASHWA )E? MUST HE CARRSO A WA r FROM 7HEEN7RANCE 2 STA91ZIZA 71ON OF EXPOSED AREAS - ALL SOIZ5,EXR05f 29 9,v ZA10 TO A SE77ZING AREA 70 RZ-NOPE S5,01YENT A WASH RACK YA r ALSO SE- USED TO MAI(E 015 7Z 129ING A C 77 k7 TIES SHA Z Z 9E 5 TA 81Z IZE, 0 8,v 5U1 7A 9Z E A / ORZ ICA 170N OF WASHING UORE 60,1105NIENT AND EfFAE-C77kE 9"PS, INCI-UOING BUT NOT ZIRMEO TO, 50,9, H�DR05=25IVO OF OTHER N 9,5" ao P/ -T - D- klEOZ A770N, PLASTIC C011ERINO OR MUZCHINO ALL 9M/O�� SHALL 5 Z C7 MAIN7ENANCE 7HE ENI-RANCE SHALL RE MAINTAINED IN A COND177ON WICH MLL PKFVf NT gE E E E /?Z- /00. 00 E EvFo5no i6- 00 7RAOfflNO OR FL OW OF MUD ON70-RUgL10 RKHTS-OF- W4 Y 7HIS AlAv RE-0111RZ- PERIODIC TOP 0651GNEO, AND MAINTAIAlfO N ACCOROANCE W17H THE MANuAz, 7H ORfSSING W7H 2-INCH S70NE, AS CON,0177ONSOEMAND, AIV9 Rf RAIR ANDIOR CLEAN OUT OF "v 501ZS 511All bE 5T491Z1ZZD ACCOROING TO AN APPROOLED 71ME549ZE ANv STRUCT!h'FES USED TO 7RAP Sf L-91YE-NT ALL AIA 7ERIALS SPILL69, 0ROPPEO, WASHED OR (TYPICAll Y, NO 501ZS SHALL RZ-1WAIN EXPOSED FOR MORE T11AN TWO (2�) DAKS 7RACMED FROM 051-116LE5 ONTO RO4,00Ay OR INTO S70KW,0,?A1NS MUST 9E RENOWD 3JO 00/ P-1 AT & LLc-Z�111 18, 2R at', ST 0 So 0 IMME,01A 7fL- r FROM OCTORER I THROUGH APRIZ JO AND NO MORE 171AN 5f -05N (7) '9A r5 FROM &A r THROUOH SEP 7E 9ER -TO). J PR07Z C77ON OF AD,,1ACCN7 ROPERTIES ADIACENT IOROIDER71 5 SHALL 9E PROTECTLE0 FROM 5E,01Yf N-T 05TO51710N 9,v APPROPRIA /F U5E OF VLc-GET4 77tlE -R -R gUFFER 5 T? PS, SEDIMZ N 7 A RRIERS OF FIZ 7E S, D11, (ES OR MUZ CHINO, OR Z 7 Y A COM91NA TION OF THE5E REA SURES AND 0 TNER A101:W010RIA 7Z 9 P:5' S7RAW RALES A Z Z ER05ION A ND SZ -PIMEN 7 CON TROZ 9 P: 5' SHA Z Z &C 4 MAINTENANCK M R r 1N5FZ-0TD AND MAINTAINED Z?r 7HE OWNER 70 ENSORE CON71NUED -0 RE SAZ 62 -9 FUNCTION ALL M41N7ENANC AN RE Al RPA NCZ F 71 EIR IN TEN29Z L RERFO WQ� 'Z SIL T FZ NCE SHALL 9E CONVOC7E,0 IN ACCORVANCE ITH 7HE MANUAL. M 19 .5 0 5-z-mEf? CO RE 9-el -5,0 7NER 9MR S' AS RE-OUIRED 9,y )NE ClTr, 0 7H0? APPROPRIA TE S/YR:5' 70 -9 RUNOFF SHALL 9E APIOZIEL9 M/ 71 A TE 7H FFEC TS OF INCII FEA SZ L Q) C -A� CQ F CONSTRO07ION OF Z7 4 c6lz ilzAlIT /1 6 UVVEROROUND UTIZ17 NSTRUC,276W - 7H -vc. LINDERCROUND 071ZITY ZINES SHAll SOECIFICAll r ADDRESS THE FOZZ OWNG- �VAOZ 7 Q� A ER05ION CON)ROZ FOR EXCA VA TE29 AAV STOCff-PIZ E29 M4 �Z-RIAZ 5 SA WCU T R THE PL A CZ M-EV T OF E, YCA VA 7FD MA 7FRIA L WHERE CON515 TEN 7 - W1 7H ASPHAL T V -Tr ANL L -0 E U -0 24 HR. NOTICE REQ. SAFZ 9 SPA CE CON51 9EI?A 71 NS SHA Z L 9E RZ A 6E 0 ON 7H PHIZ Z SIDZ F ALL EXPOSED SURFACES TO 7RENCHES FOR INSPECTION lz N - - - - - - - - - - - - BE COVERED WITHIN-2-DAYSEr C TRf WCH DC&I 7Z-RINC SYS)EVS (MUST DISCHARCE INTO Sf-DIMSNT TRAPS, SEDIMENT PONDS, OR 0711ER ACCEPTI&E YZANS) SA WOUT I FT F-R,00113-fd 96, E90f F Z)( D, TAIAC11(ING AND SPIZZING OFMA7ERIAZS ON 57RfE7SD6,F 70 HAUZING ASPHAL T Qs E 0A& r CZEANUP AND STREET YAINTENANOf dOINI-5 IN FIL)E? FAgRIC SHALL 9E 7 REQU12EMEN 7S FOR Z A ROER DE VZ -Z 0, OME N- TS - A Z Z NZ -W DZ - t IEZ ORYEN 7 - A ND SRL ICE, 0 A 7 - POS ?S I ISE 5 bl PL fS, - - - - - - - - - x2 " NY 14 6A. WRF OR THA 7' INCZ UQE -5 L A ND DIS 7UR91NO A C 71 V1 71 A T T AN, wwr ams, 6W ivillimm wr ho - T -STN TEMPORARY CONSTRUI T REDE t 1Z L OPOZ N 7 OF CRE ER E0l11VAZfN, If A 0AR0 OR f0bAZ TO, ONE ACRE IN ADD177ON TO MZZ-77NG THE AfINIYUM REOUIREMZN75 A 7TA CH FARRIC 7-0 POSTS CM.C-All-'M X-,djQQll% IAW-n CKi'rDAKlf%C DCn"[Elb� T REMObEEX SE OR711 A9OkF SHAll COURZ r WITH ESC RZOUREAEN S LISTED 9ELOW ASPRAL T RZ)FR FARRIC -Z --6 -S 9. DEZMAZZ ZEARINO AND fA EkoSVTZhW17S N /?Nf IEZ, 0, / WA R W L CZ f A RING Z IMI TS A NO OR A N r EA SEMEN 7S, SE 7RA Cli (5, 5f -N51 T1 I 1Z I-ORI A AREAS AhV THE SUFFERS, TREES AND ORAINAOE COURSES Ll -9. S5, 011Wf N T TRA PI; 'INC - PRIOR TO Z fA k 4ING THf - S/ /F, , 5 TORY WA TER Rl INOFF PQ 'D - 5HAll PASS THROUGH A SEDIMEN7 NO OR SE IMEN TRA OR 07H R T E )R6wCH 0 6'AIAX 5f -F, AFP1?0PR1A7Z---2?MP-�� SEDINZWT PONDS AND 7RAPS, PZ-R1MZ-7Z-R 91A-Z-S PRO W29F J14 5" SEDIMZN7 ARRIERS, AND 07H R SMP �57 INTf AD60 TO TFAR SZ2 IPEV OV- E -E Z?w WASHED ORA � EL IN I . SHALL RE CONSTRL/07E0 AS A FIRSTS1 /0 IN CRADINO 7HZSZ / P�� S41ALZ POST SPA CINO MA r 9E INORf A SED )Z-mp 12 " I I 7RENCH & ON Z?O/W 6E FUNC TIONA Z Z ?Z -f -ORZ - D1S'7U1?91N0 A C T1 t // I-7ES TA /I (Z OZ A CE EA R THZ N TO 8'IF WRZ AfflNO /S I/5F,0 cm vER r k, S1, OE S OF f f- N-C, C f A ERIC HE - SURFACE STRUCAIRZ-5, SUCH ASOAM5, DIA(ES, AND DIOSR510111S 5HAll 9E SE-j-DE9 ANO ON 7 Noy.- 1-7L 7ER rAgRlo FDNOES SHALL Z?f -96�- - tTl MULCHEO ACCOROING 70 AN APPROVE0 77MET4 Zf, CONT04YR WENFPS? 1-100-- INSTALLED ALONG 2**W" WOOO POSTS, STfEL AN FENCE P0575, REbAR, OR- 10 CU T A ND FIZ Z SZ OPES - CIJ 7 0 FIZ L, SL OPE S SHA Z Z 8E DESIONED A ND C aMl - `�, CONS 7RUC 7E -0 IN A MA AM6 -R THA 7 - WIL I- MINIMIZE Z R-0510N. IN A DDI TION, 5z OPES EOUIVALEV7 NO SCALE SHALL 9E 57A911-1=0 IN ACCORVANCF WTV c-5C REOUIREMENT NO 2 -4 Z"C'T-TEgP--.,��A-17246WE NTH 4 `�-g O&AfiRr SPALLS c 11. 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