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HomeMy WebLinkAbout502151003 Geotech Assessment & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING · ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Junc 27, 2001 Ron Holsm= Pacific Pointe ~velopment Company t0152 Citation Court Bainbhdge Isled, Washington 981 l0 Soil and Slope Study and Geot~hnieai Report Holsman Prope~, Black Pointe, Jeffemon Count, Tax Parcel 502151003 This report presents the results of a soil and slope study and geotechnical report directed at evaluating potential erosion and landslide hazards at the referenced site in accordance with the requirements of the Jefferson County Critical Areas Ordinance, ordinance number 05-0509-94. The scope of the study was developed during our June 12, 2001 telephone conversation and site visit on June 14, 2001, and outlined in our letter of confirmation to you dated June 15, 2001. The services performed under the referenced proposal were in general compliance with requirements outlined in the Jefferson County Critical Areas Ordinance. As shown on the attached Location map, Figure 1, the site is located at the eastern ~nd of Black Point, between Pleasant Harbor and Quatsap Point in Jefferson County, and overlooks Hood Canal to the south. We understand that construction of a residential structure is planned for the site. Design of the proposed structure and associated site developments are currently in the preliminary design phase. Conceptually we understand that the residence is to be sited at the cas! end of the property, overlooking steep slopes to the beach. As shown on the site plan provided by Pacific Pointe Development, Figure 2, the residence will be located above the slope behind the setback line ranging from about 32 to 40 feet from the top of the slope. A stair tower located roughly in the north-south center of the lot will provide access to the beach. Storm water runoff from the development is to be intercepted and infiltrated in a detention- retention pond and/or tight-lined to the beach. At present vehicle access into the site is a shared driveway on the north side of the property. Based on the site plan provided a private drive is to be developed from Rhododendron Lane into the building site. Based on our discussions, we understand that clearing of the property is to be fairly limited with a native vegetation buffer being maintained along the top of the slope to the beach. No clearing of slope area is planned and it is further understood that no trees will be felled Eleven Offices Serving The Western United States 15o 1-1sth street NW, Suite 106 · Auburn, Washington 98002 · (253) 939-2500 * Fax: (253) 939-2556 .-- KA No. 092-01051 Pacific Pointe Development Co. June 27,200t Page No. 2 on or at the edge of the slope for the planned development, although some trees may be topped anclJor trimmed to enhance views. The lot has not been previously developed but across the east end of the property trees have been removed leaving a narrow band of scattered trees at the top of the slope backed by a grassed area of slightly rolling terrain. To the west of the grassed area the property is in a natural vegetated condition, mixed brush, shrubs, ground cover and mature trees. Under the current development plan, minimal grading of the site, beyond that required for construction, is anticipated. All areas of bare soil and disturbed vegetation will be landscaped such that no erosion hazards are created or will remain following development. Construction of the proposed residence, stair tower, and driveway improvements will not result in an increase of the potential landslide or erosion hazards of the site. SUBSURFACE EVALUATION Site soils were explored by advancing two hand excavations on the beach below the building site and in shoreline outcrops both on the subject site and adjacent parcels. Soils observed on the slopes are discussed in the following text. The soils discussed below were observed in shoreline exposures. Actual subsoil conditions and thickness may vary between the shoreline locations or as exposed in excavations or slope exposures. Elevations and distances referenced in this report were established using handheld instruments, i.e., tape measure, altimeter, and inclinometer, etc., and should be considered approximate. The base drawing for Figure 2 was prepared by Pacific Pointe Development Company and is titled "Ho[smart Project, Black Point Stair/Site Plan, Brinnon, ", dated June 1, 2001. GEOLOGIC SETTING The site is located on Hood Canal in the west portion of the Puget lowlands, an elongate, north-south trending structural depression and topographic trough. The Puget lowlands and Olympic Mountains to the west have been filled several times by glacial ice, resulting in many topographic features, which are a result of glacial erosion and deposition and that caused by outwash streams. The site is in an area of glaciated bcxlrock and associated deposits. Site soils, topography and geology result primarily from the advance and retreat of the Vashon Stade (most recent glacial advance) of the Frazier Continental Krazan & Associates, Inc. Offices Se~wing The Western United States Jun ~',,' u l .I.r": uuj~ J~' ~ · KA No. 092-0105 l Pacific Pointe Development Co. June 27, 2001 Page No. 3 Glaciation. On a gross scale the typical soil sequence in the area consists of mixed sands and gravels (Recessional Outwash) over glacial till which in turn overlies sands, gravels and silts (Advance Outwash and pre-glacial deposits) or bedrock. In the general vicinity oft. he site the glacial till caps much of the region and overlies both pre-glacial deposits and the local bedrock, which are identified on geologic maps as Tertiary volcanic and sedimentary rocks, generally sandstone, basalt, shale, siltstone, and mudstone. The site proper appears to be located on a headland-like extension of'the hills to the west extending into Hood Canal. Black Point appears to have been developed through both erosional and depositional sculpting resulting in a rolling topography. In the vicinity of the site it appears that the till has been eroded and weathered to a thin layer overlying ice contact deposits and pre-glacial sands and gravels. The glacial till in the area is comprised of materials picked up by the ice sheet as it moved, then were deposited at the base of'the glacier and overridden and densified by some 1500 or more feet of ice. The ice contact and pre-glacial materials are mixtures of sands and gravels deposited in association with glacial ice and/or outwash streams. Regional maps the area indicate that glacial till caps much of the area but in the site vicinity it is indicated that the area is underlain by pre-Vashon stratified sediments (Advance Out-wash.) Generally, the pre-glacial and glacial materials are found to be dense to very dense, however, it is not uncommon to find a layer or mantle of looser, weathered or disturbed material over the denser soils or bedrock. The "Geologic Map Of Surficial Deposits In The Seattle 30'X60' Quadrangle, Washington" (OFR93-233, 1993, United States Geological Survey) indicates that the site and adjacent areas are underlain by Vashon glacial till over deposits ot' Advance Outwash The ,soil map prepared by the Soil Conservation Service (SCS), Figure 4, indicates that the site is underlain by soils of the Hoodsport Series, a very gravelly sandy loam with slopes of 0% to 15% (soil type HOC.) The SCS indicates that the HoC-type soils are typically located in areas ofnearly level to rolling terrain on glacial terraces and derived from a glacial till parent material. _SURFACE CONDITIONS As previously described, a portion of the site has been previously cleared, but it does not apl>ear to have bccn significantly graded or otherwise modified. Topographicatlly the proposed building site appears to be located on a flatter bench where the downward slopes from Rhododendron Lane flatten. To the west of' the bench the ground is upward sloping, somewhat rolling, and cut by a shallow drainage swale. Across the bench the ground surface maintains a slight rolling character with the extension of the drainage swale being poorly defined until the top of the shoreline is approached. The steep slope overlooking the Krazan & Associates, Inc. Offices Serving The Western United States KA No. 092-01051 Pacific Pointe Development Co. June 27,2001 Page No. 4 beach ranges from about 32 to 45 feet in height with slope angles approaching vertical. In areas where there has been a buildup of colluvium at the toe of the steep slope slopes flatten to about 35 to 45 degrees. The Coastal Zone Atlas of Washington, Jefferson County volume, indicates that the site slopes, both those reaching downward from Rhododendron Lane and the steep shoreline slopes, are considered to be stable (Figure 3.) No indication of deep-seated or rotational landsliding was observed in the site vicinity and past soil movement on the steep shoreline slopes appears to have occurred primarily as shallow face failures, sloughing and raveling, and soil falls or pull-downs resulting from tree falls at the top of the slope. Erosion of the slope toe at beach level is minimal with vegetation generally reaching to the beach. Based on our reconnaissance observations, it is our opinion that the slopes adjacent to the site generally reflect and match the slope stability mapping of the area. A general reconnaissance of the property and adjacent areas was made to identify areas of ground water seepage. No springs or seeps were observed on the site or adjacent properties. Although at the time of our fieldwork the tide was not fully out no evidence of ground water outwatering was observed in the upper portion of the beach. As noted above, during our reconnaissance of the general area no zones of outwatering were located. However, it is possible that the nearly continuous vegetative cover may hide smaIl or poorly defined areas of outwalering within the ordinance specified 1,000 feet of the site. Also, during periods of heavy or prolonged rainfall it is possible that the swale through the property may receive some runoff from up slope areas and the Soil Conservation Service indicates that a perched water table may develop in the site soils during thc rainy season. SOIL PROFILE AND SUBSURFACE CONDITIONS As observed in the various shoreline soil exposures it appears that below a roughly two foot thick layer of silty sand with occasional gravel the soils become progressively more granular. The upper near surface soil appears to be a weathered sandy glacial till mixed with cobbly, sand and gravel ice contact deposits having a combined thickness ranging from about three to four feet to over 10 feet. Underlying the till soils is a gravelly sand having the appearance of a channel deposit and a thickness of up to 20 feet Below the channel deposit is a fine to medium grained sand that extends to an undetermined depth below the beach. Excavations made on the beach indicate that near the toe of the slope the fine to medium grained Krazan & Associates, Inc. Offices Serving The Western United States .. Jun ~'? [}1 12':~JIp KA No. 092-01051 ?acific Poim¢ Development Co, June 27,200] Page No. 5 sand is covered by roughly four to slightly more than 12 inches of loose sand and gravel beach deposits. Excavations on thc bcach were terminated at effective refusal of the hand excavation equipment at a depth of three feet. With the exception of the weathered materials and beach deposits all of the soils observed are in a dense to very dense condition. Based on the soils observed in the hand excavations, on the slopes, and exposed at various locations in the area, il is our opinion that the site soils are as a whole generally consistent with those shown on the geologic and SCS maps of the area. CONCLUSIONS GENERAL Based upon our site observations and review of pertinent materials, it is our opinion that the potential for ground movement in the area above the steep site slopes is low. Similarly, we consider the potential for large-scale landsliding of the steep shoreline slopes, in either the natural condition or resulting from the proposed development, to be Iow. The steep shoreline slope is mapped as being stable and based on our field observations the overall slope stability under the present conditions appears good. The present slope conditions should remain little changed with the proposed development. Although the potential for larger scale landsliding on the shoreline slope is considered low there is a potential for periodic larger soil movements. However, the current building siting and following setback recommendations consider this potential. Also, away from the stair tower no slope area will be disturbed for site development and disturbance in the tower area will be minimal. The SCS indicates that the site soils are considered to have a slight to moderate hazard of water erosion. On the steep shoreline slope there is evidence of ongoing erosion of the slope as would be anticipated. However, away from the steep slopes no evidence of erosion was observed and following proper construction and landscaping no erosion hazard will be developed. The Soil Conservation Service indicates a moderate building site restriction for the HoC-type soils on slopes 0% to than 15% for structures without basements. This classification does not meet criteria of the county ordinance for a geologically hazardous area. Following our review of the Jefferson County critical areas ordinance, it is our opinion that portions of the subject property meet the requirements for definition as a landslide hazard area. Although it is our Krazan & Associates, Inc. Offices Serving The Western United States . Jk,lrl ~"/ UI l;,-':t, Jlp P'' ' }CA No. 092-01051 Pacific Pointe Development Co. June 27,2001 Page No. 6 opinion that the property meets the requirements of the ordinance for definition as a critical area, it is also our opinion that the proposed building site, including the stair tower, can bc safely and satisfactorily developed through geotechnical design and sound site planning. The following recommendations for site development are provided to address the concerns of the critical areas ordinance and should be incorporated into the site development plan. As previously noted, it is our opinion that overall the proposed development in and of itself will create a minimal risk of erosion or landslide damage, disturbance of the slopes is expected to be minimal and limited, and the proposed development will have liule if any effect on adjacent properties. The site does not appear to meet the classification requirements to be designated as a seismic hazard area as defined in the Jefferson County ordinance. However, the property is located in seismic zone 3 as defined by the Uniform Building Code (UBC), a~ is much of western Washington. In the event of an earthquake of adequate magnitude and/or duration some soil movement on the slope is possible if other conditions are right, but the potential for soil movement on this property is no greater than that on the adjacent developed lots or for properties elsewhere with similar slope and soil conditions. Additionally, the slope core soils appear to be primarily dense to very dense glacial and pre-glacial materials or bedrock which, where exposed to the north and west, is fractured but appears to be generally hard and sound. The recommendations contained in this report were developed considering the potential for slope failure, and that future structures are expected to be designed in accordance with current UBC seismic zone 3 requirements, or potentially more stringent future requirements. Although the site does not meet the criteria for an erosion hazard area, during construction and until fully landscaped thc exposed site soils will be subject to erosion. Erosion of the exposed soils will be most noticeable durh~g periods of rainfall and may be controlled by the use of normal erosion control measures, i.e., silt fences, hay bales, mulching, control ditches or diversion trenching, and contour furrowing. It is also our experience that the erosion hazard risk for disturbed areas can be mitigated through normal residential landscaping and re-vegetating of the disturbed areas. By ordinance requirement a 30-foot wide native vegetation buffer is required fi.om the edge of all slopes that are geologically hazardous areas. It is our opinion that on this property a native vegetation buffer having a minimum width of 30 feet should be maintained parallel to the top of the steep shoreline slope. It is our opinion that a vegetation buffer comprised of native vegetation and properly designed and installed landscaping will meet the intent of the ordinance. However, the portion of the buffer comprised of native vegetation should not be reduced to less than 10 feet in width along the top of the slope. In addition to the Krazan & Associates, Int. Offices Serving The Western United States _. ~luF~ 27 O1 12: O1p p. u KA No, 092-0105 l P~cific Pointe Dev¢lopmem Co. June 2'7,2001 Page No. 7 maintenance of buffer we recommend that all disturbed areas be replanted as soon as possible after construction is complete. Special attention may be necessary to assure that adequate vegetative erosion protection is provided in the area of the stair tower. The following site development recommendations are provided to aid in minimizing potential erosion and landslide damage risks and should be incorporated into site planning, design and construction, RECOMMI~NDATIONS Site Preparation and Grading Water Related Concerns: Only minor storm water related problems are anticipated if site grading and preparation are undertaken during the normally drier portions of the year. If site work is undertaken during wet weather, the near surface sands and silty soils may become over-saturated and temporarily unworkable. If the site work is undertaken during wet weather the contractor should be fully prepared to deal with possible elevated water levels in addition to other soil and water problems normally encountered in these materials during wet weather work including the filtering of runoff, as needed, to prevent the siltation of down slope areas. It should be anticipated that silt fences and other erosion control devices could be used to control sediment transport off the site. Depending upon the final site grades and weather conditions it is possible that areas of perched water or seeps may develop in some areas. In that we are unable to predict where or when this might occur we recommend that any development of springs or seeps be treated as a construction/maintenance problem. The contractor should be prepared to deal with any water-related problems during construction. Water seepage can cause failure of the excavation walls and the contractor should be observant for possible cave-in or other hazardous conditions and provide shoring for ali cuts and excavations in accordancc with local, state, and federal regulations. Development Recommendations: Under all buildings, pavements and fill areas, it is recommended that all sod, organic soil, and debris is removed. Over most of the site it is anticipated that a stripping depth oF 12 inches will be adequate. However, localized deeper stripping depths may be required to remove tree root balls. Krazan & Associates, Inc. Offices Serving The Western United States Jun 27 O! !2:02p KA No. 092-01051 Pacific Pointe Development Co. June 27, 2001 Page No. 8 Su'ipped soils, contaminated with organics or debris, should be wasted off site or used in landscape areas. Stripped soils free of organics and debris may be used as structural fill subject to the following considerations. Following stripping of thc site and prior to the placement of any fill, the exposed subgrade should be proof rolled to a firm, unyielding condition using suitability sized equipment. Compaction of the stripped subgrade should be continued until field density tests in soil areas show that a minimum compaction of 95% of the maximum dry density, as determined by ASTM method D-1557, has been achieved in the top 12 inches of subgrade beneath all building, driveway, and parking areas. Any soft or weaving areas disclosed during proof rolling should be excavated and replaced with compacted structural fill. Areas which are to be filled to bring the building or pavement grades up to the desired elevations should be filled with compacted granular material free from mots, trash or other deleterious materials. During wet weather most of the on site soils are not expected to be suitable for use as fill. These soils are sufficiently fined grained, such that with the addition of small quantities of water they become overly saturated and are difficult or impossible to compact to the desired density. As a result, we recommend that all site grading and preparation be undertaken and completed during dry weather. If grading in building or pavement areas is necessary during wet weather, we recommend that all excavated soil be removed from the site and that materials used as structural fill (fill placed on slopes or under buildings or pavements) consist of free draining sandy gravel with a maximum particle size of 3 inches and not more than 5.0% fines, material passing a U.S. No. 200 sieve. All imported fill material should conform to the above recommendation regardless of the weather. All structural fill should be placed in layers approximately 8 inches in loose thickness, conditioned to a moisture content suitable for compaction, and compacted to 95% of the maximum dry density as determined by ASTM D-1557. Field density tests should be made at a frequency adequate to assure that the required compaction is achieved. To preclude the possible build-up of ground water or storm runoff in the soils adjacent to the residence, we recommend that a four inch diameter pedbrated, rigid pipe be placed, perforations down, around the outside of the building foundation at the footing subgrade elevation. All of the drainage system should be bedded in a drainage sand and gravel and designed to carry any accumulated water away from the structure to an appropriate discharge area. Roof drainage should not be connected to the footing drains Krazan & Associates, inc. Offices Serving The Western United States Jun 27 O1 12:02p p. tu KA No. 092-01051 Pacific Pointe Development Co. June 27,200 ! Page No. 9 but may use the same outfall piping provided that the connection between the systems is located at least 10 feet down grade of the house and designed to prevent water from backing up into the footing drain. All runoff from roofs, driveways, patios and hard surfaced areas should be intercepted, collected and disposed of away from structures and site slopes, and discharged where thc water will not :fleet down slope structures, slopes, walls or properties. Due to the density and nearly impermeable nature of the site soils at a shallow depth it is not recommended the infiltration be used as a means of storm water disposal. It is anticipated that the infiltrated water would perch atop the soils of low permeability and potentially daylight in the shoreline slope. Such additional seepage through the face of the slope could result in an increased rate of slope failure. From a geotechnical perspective fight-lining of the collected water to the beach would be a preferable means of disposal. If collected water is tight-lined to the beach the water should be discharged onto an energy dissipater to lessen the potential for beach erosion at the outfall. If collec~ed water must be infiltrated for disposal, infiltration systems should be located as far from the top of the steep shoreline slope as is possible and not within the top of slope setback indicated on Figure 2 for the residence. Specific recommendations for and design ora storm water disposal system are beyond the scope of our services and should be prepared by other consultants fully familiar with design and discharge requirements. Building Siting The top of slope setback line for the site established by Pacific Pointe Development Company is shown on Figure 2, and has been used in siting of the planned stmcture. It is our opinion that the present building siting behind the top of slope setback line shown Figure 2 is appropriate for this site. The structure should not be relocated forward (nearer the slope) of the setback line without specific siting review and approval by a licensed geotechnical engineer. Stair Tower Considerations Primary anchorage for the stair tower at the top of the shoreline slope should be no closer that 10 feet to the top of the slope and all foundations should bear on the dense to very dense in sim native soils. Foundations should extend through the colluviurn at the toe of the steep slope. Foundations bearing on the looser colluvium soils may be subject to movement resulting from slippage and/or consolidation of the colhrvium. Additionally, foundations on the beach should be extended to bear below the level of beach scour and/or otherwise protected from exposure due to scour. Krazan & Associates, Inc. Offices Serving The Western United States KA ~o. 0~2-01051 Pacific Pointe Development Co. June 27,200 I Page No. 10 Construction Considerati.on.~ Temporary slopes or excavations should be benched as required by safety regulations in effect at thc time of construction. Slopes flatter than those required by safety regulations may be required in wet weather or if' soil conditions other than those previously described are encountered. The contractor should be aware that slope height, slope inclination, and excavation depths (including utility trench excavations) should in no case exceed those specified in local, state, or federal safety regulations; e.g., OSHA Health and Safety Standards for Excavations, 29 CFR Part 1926, or successor regulations. Such regulations are strictly enforced and, if not followed, the owner, the contractor, or the earthwork or utility subcontractors could be liable for substantial penalties. The contractor should be made responsible for the stability of all excavations and slopes during construction because he is continually on site and can observe the stability of the exposed soils. In addition, the contractor should be prepared to shore any unstable slope area and provide shoring as required by local, state, or federal laws or codes. In no case should excavated soils be placed on the slope or stockpiled within the defined buffer or slope setback areas along the steep slopes or within 20 feet of the top of any other existing or excavated slope, rockery or retaining structure. Failure to comply with these guidelines may lead to destabilization of the slope. In a disturbed condition thc site soils may be easily eroded by channelized water or sheet flow storm runoff. Therefore, we recommend that all site preparation and excavation work be completed during the normally drier portion of the year. During periods of heavy rainfall, ditching should be used to divert water away from stripped areas and visqueen should be used to cover the slopes and soil stockpiles to aid in preventing excessive surface erosion. This covering also aids in preventing infiltration of water into the unprotcctcd soils. All disturbed soil areas and slopes should be replanted with fast-growing, deep- rooted grass, shrubs and other ground cover as soon after final grading as possible. If the vegetation is not fully established prior to the on set of wet weather, the slopes should be covered with visqueen to aid in preventing excessive erosion and water infiltration. It should be anticipated that there could be a number of additional site development or construction considerations related to marine shoreline construction. As this is not a geotechnical consideration, we do not attempt to address the issue but rather advise that the contractor be familiar with all current federal, state and local regulations, Krazan &-Associates, Inc. Offices Serving The Western United States Jun 27 O! ~2:0~p KA No. 092-01051 Pacific Pointe Development Co. June 27, 2001 Page No. 11 REPORT LIMITATIONS This report has been prepared for the exclusive use of Pacific Pointe Development Company and their agents for use in planning of the referenced development. The conclusions and recommendations in this report are based on our interpretation of site conditions as they presently exist and anticipated future construction activities. The soil conditions described in this report and the conclusions and recommendations contained in this report are provided for this specific site only and should not be expanded for use on adjacent properties without additional exploration and review of those sites by our firm. The data and report should be provided to prospective contractors for their bidding or estimating purposes, but the report conclusions and interpretations should not be construed as a warranty of the subsurface conditions. There are possible variations in subsurface conditions. In the event that the scope or location of the project should change or subsurface conditions different from those encountered during this study be observed or suspected, we should be advised. At that time a review of the changed conditions will be made, and alternative or remedial recommendations given as required. NOTE: Although we have evaluated subsurface conditions as pan of this study, we have not conducted a detailed subsurface exploration, analytical laboratory testing of samples obtained, nor have we evaluated the site for the potential presence of contaminated soil, and have not evaluated or addressed ground water conditions or concerns except as noted in this report. The evaluation of possible environmental or geo- environmental considerations is beyond the scope of this report. The owner and the contractor should make themselves aware of and become familiar with applicable local, state, and federal safety regulations, including current OSHA excavation and trench safety standards. Construction site safety generally is the sole responsibility of the contractor. The contractor shall also be solely responsible for the means, method, techniques, sequences, and operations of construction operations. The firm, Krazan & Associates, Inc., (including consultants and subcontractors) is providing the preceding information and recommendations solely as a service to Pacific Pointe Development. Under no circumstances should the provision of this information or recommendations be construed to mean that the firm Krazan & Associate, Inc., (including consultants and subcontractors) is assuming responsibility for construction site safety or the contractor's activities; such responsibility is not implied and should not be inferred. Within the limitations of scope, schedule, and budget for this work, it is warranted that the work has been done in accordance with generally accepted practices followed in this arca at the time this is report was made. No other warranty, expressed or implied is made. Krazan & Associates, Inc. Offices Serving The Western United States Jun ~? O1 l~d: 03[0 KA No, 092-01051 Pacific Pointe Development Co. June 27, 2001 Page No. 12 Should you have any questions or concerns which have not been addressed, or if we may be of additional assistance, please call our office at (253) 939-2500. Sincerely, Allen L. Hart, CPC;, RPG/CEG Senior Engineering Geologist Krazan & Associates, Inc. Offices Serving The Western United States Jun 2? O! 12:U,~p I~' ~'~ . , , · . .. . . , · '~.':'"::':. "'," ,"; · '11 , -. ::.. .~ .. '. '~, ..// ~ ...... ~ ' /.... . .:.~.- . .~. --... ~ / .,, ~ .~ ..~¢. c¢,; ?~% :'¢~'V ~:~.','-~ '~, x .... ",~ ........... . ~;'~q~ ~. ~ - ., . ..~ , .. .. .. -~. . ~; . .. . . . . . .. . ~ ' ~',~ .. · ~. [....,$:~?~'.. ...~,~ .'~." . . ..- . .. . ~~': :: .:~" ·" '~*~A~" - ' -' 2 ~.-*~ ... ,...~.~.~ ~ ~,.*=:...':.? ..... .. ,.,,*.*~ :.z.,?. .. Bdnnon, S~k ~d Wildcat Lake FIGU~ 1- VIC~ITY MAP ~Z~ & AS~CIAT~S, INC. 1~1-15~ S~t NW, S~ite tO~ Loc~: Auburn, WA 98002 Washin~on 253-939-2500 Job No,: ~2~!051 CU~t: P~iflc Point Deve~pment Company Date: ~2~01 ..... :.. / · /- -... ;;-.,¥-: / ;- / .:,;?:" t~ .,; ....... i'-'-""--:--..-'--.::--::--_.'-- -", . - . · t',-'.v. / / ! ,, , / :;~ · / I . ' " "-1' ~ "" / . ~ ..... , ''~- / / ' ' ,..-.....-..~'~T--- '~'.:;'i.. ~,, '~ , :: ! ::. 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SLOPE STABILITY MAP KRAZAN & ASSOCIATES, INC. 1501-15~* Streel NW, Suite 106 Location: Holsman Properly, Black Point, Jeffcrson County, Auburn, WA 98002 Washington 253-939-2500 Job No.: 092-01051 Client: Pacific Poinle Development Company Dare: 6/26/01 --.-.------- ---'-'-'-"'-' FIGURE 3 Jun ., {rU OuO · ': · . · . .. '.~... '.,..~ ?i ' HoC , ..~, ~ .... · · .. -',~.~- ; . .., . ' · . :u,,c' .. - -. 'L: , ..,...".: :.,-.· -,,..--::;:-. .,.. .- ·, ..~,~ . .. ~ (, ,/~. o ' . . .. -. ...... " - :? ¢;..: .,'... , ~,,,~ .... ~' , . ,,. , .. ; ..... · i ~, '' "; '~ . \t' . ;.:.~.' :: ;'...~?, ... -.:... .~.~.::.-~?.--- .... .....:.,:: · . .::.¢.,. .., ?~..'";: ...-.. 3' .'; ..... ':",' .... : ? ' ' .... _~ t;:,.3'.'..~..'. Y ' · ..-;;!:~!:;;.:... .:. .. ,:.::, . '~ ~L.' .'~ ' . ~....:': '.. '.-.-~;. ;:..~ .... · :. < .~: .i' ' J .. ' - . .. * ' ' · ,.'-?::~'.:'.-:.'~',;L:?-..'.:' .'-.:.7':: ~'.: .... ..' · ""?;':'":" -';:~.'.'~-~t;~..:,. U.',~'-:;?'.;.:.".. ' "-' ~- .;~-, · _.~!,.. · .:- .:.. , .~ . .~': - . ..: .: .' ~,'.... . · -... ~,..~..~,,._..,'~;,-:-':'-v:~.:: .. ~" ' . Portion of map 70 "Soil Survey of Jefferson County Area, Washington", U.S.D.A., 1975. Scale 1" = 2,000' ~ SCS SOIL MAP KRAZAN & ASSOCIATES, INC. 1501 15'b Street NW, Suite 106 Location: Holsman Property, Black Point, Jefferson County, Auburn, WA 98002 Washington 253939-Z500 Job No.: 0924)1061 Client: Pacific Pointe Development Date: 6/263101 ~ -'-'----'-' Figure 4