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Geotechnical Report for BLD2012-00827 - BLD Engineering / Geo-tech Reports - 7/12/2007
1 9 GEOTECHNICAL REPORT 860 EAST GREENVIEW LANE SHELTON, WASHINGTON PREPARED FOR MICHAEL FINCHER BY GEOTECHNICAL TESTING LABORATORY OLYMPIA, WASHINGTON REVISED JULY 12, 2007 i J GEOTECHN[CAL TESTING LABORATORY CONTACT INFORMATION PREPARER INFORMATION GTL PROJECT NUMBER: 07-0073 CONTACT: LANCE LEVINE ADDRESS: 10011 BLOMBERG STREET SOUTHWEST OLYMPIA,WASHINGTON 98512 TELEPHONE: (360)754-4612 FACSIMILE: (360)754-4848 EMAIL ADDRESS: GEOTESTLAB@COMCAST.NET CLIENT INFORMATION CLIENT: IMCHAEL FINCHER TELEPHONE: (253)857-5563 CELLULAR TELEPHONE: (360)981-5273 BILLING ADDRESS: 10285 ESTATE LANE SE OLALLA,WASHINGTON 98359 SITE ADDRESS: 860 EAST GREENVIEW LANE SHELTON,WASHINGTON 98584 PARCEL: 321352400030 GPS LOCATION: N47,15.978'W123'01.8581 1001 I Blomberg Street SW,Olympia, WA 98512 2 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEoTECHNICAL TESTING LABORATORY SCOPE OF UNDERSTANDING MICHAEL FINCHER 10285 ESTATE LANE SE OLALLA,WA 98359 RE: GEOTECHNICAL REPORT 860 EAST GREENVIEw LANE SHELTON,WA 98584 PARCEL 321352400030 N47,15.978'W 123°01.8581 Mr. Fincher: As per your request, we have conducted a soils exploration, foundation evaluation, and slope stability analysis for the above-mentioned parcel. The results of this investigation,together with our recommendations, are to be found in the following report. We have provided three copies for your review and distribution. Soil samples were submitted for laboratory testing from the project site. The data has been carefully analyzed to determine soils bearing capacities, footing embedment depths and building setback distances. The results of the exploration and analysis indicate that conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. Some variability was encountered in comparing the soil profiles of the site. Net allowable soil pressures, embedment depth, and total expected settlements have been presented for the site later in the report. We are also a full service laboratory that can meet all your building, testing (compaction, asphalt, concrete), and inspection needs. We appreciate this opportunity to be of service to you and we look forward to working with you in the future. If you have any questions concerning the above items, the procedures used, or if we can be of any further assistance please call us at the phone number listed below. Respectfully Submitted, GEOTECHNICAL TESTING LABORATORY �Q�O O{ Was rtpinMrinp 8�oloptst ,` HAROLD PARKS �aCpl��S "2-3r�08 Harold Parks,L.G.,L.E.G. Senior Engineering Geologist 10011 Blomberg Street SW,Olympia, WA 98512 3 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY TABLE OF CONTENTS CONTACTINFORMATION.....................................................................................................................................2 SCOPEOF UNDERSTANDING ...............................................................•-----..........................----------......................3 TABLEOF CONTENTS..........................................................•--...............................................................................4 INTRODUCTION......................................................................................................................................................5 SIT£CONDITIONS...................................................................................................................................................6 SurfaceConditions..................................................................................................................................................6 GEOLOGICALLY HAZARDOUS AREAS...............................................................................................................8 LandslideHazard CIassification.............................................................................................................................8 SeismicHazard Classification................................................................................................................................8 Erosion Hazard Classification ....................................................................................... 9 SiteGeology....................................................................................................... SiteSoils....................................................................... Subsurface Explorations..................................................................... ..... SubsurfaceConditions.......................................................................................................................................... 12 SoilLogs............................................................................................................................................................... 13 Suitabilityof Onsite Soils as Fill.....................................I.................................................................................... 13 ShearMethod........................................................................................................................................................ 14 SlopeStability and Analysis................................................................................................................................. 15 BuildingSetback................................................................................................................................................... 16 LiquefactionHazard.............................................................................................................................................. 17 SeismicHazard......................................................................................................................•--............................ 17 ErosionControl..................................................................................................................................................... 17 EARTHWORK......................................................................................................................................................... 18 SitePreparation..................................................................................................................................................... 18 StructuralFill........................................................................................................................................................ 18 Cutand Fill Slopes................................................................................................................................................ 19 FoundationSupport................ .......................................................... 19 FloorSlab Support.......................................................................................................................................... .....20 RetainingWalls.....................................................................................................................................................20 RetainingWail Alternatives..................................................................................................................................21 SiteDrainage.........................................................................................................................................................21 SepticImpact.........................................................................................................................................................22 CONCLUSIONS AND RECOMMENDATIONS....................................................................................................22 General..................................................................................................................................................................22 REPORT LIMITATIONS AND GUIDELINES FOR USE....................................................................................................23 References.............................................................................................................................................................24 APPENDIX..................................................................................................................................................................26 AdditionalSite Photos..........................................................................................................................................27 LaboratoryResults................................................................................................................................................28 ShearResults.............................................................................•--•-----...................................................................30 WellLogs..............................................................................................................................................................31 Figure1 Vicinity Map...........................................................................................................................................36 Figure2 Site Plan...............................................................................................................37 Figure3 Erosion Control Notes................................................................................................38 Figure4 Cross-section..........................................................................................................39 1001 l Blomberg Street SW, Olympia, WA 98512 4 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNtCAL TESUNO LABORATORY INTRODUCTION This report summarizes the results of our geotechnical consulting services for a proposed single-family residence. The report has been commissioned by Michael Fincher. The site (79 acres) is located along the north-facing hillside overlooking the Cranberry Creek in Mason County (see site photo below). The site is approximately 5 miles northeast of Shelton, Washington. The site is accessed from Greenview Lane. The GPS location of the site is shown relative to the surrounding area on the Vicinity Map,Figure 1. lip View Looking East Our understanding of the project is based on our discussions with you and our explorations and review of the site. We understand that the parcel is to be developed with a single-family residence with a septic drainfield. The site will be accessed by a proposed driveway from Greenview Lane. In general,grading will consist of the excavation of the foundation, footings, and septic drainfield. The approximate layout of the site is shown on the Site PIan, Figure 2. The purpose of our services is to evaluate the surface and subsurface conditions at the site as a basis for providing geotechnical recommendations and design criteria for the project and to satisfy the requirements of the Mason County Critical Areas Ordinance. Geotechnical Testing Laboratory is therefore providing geologic and hydrogeologic services for the project. Specifically,our scope of services for this project includes the following: 1. A review of the available geologic,hydrogeologic,and geotechnical data for the site area. 2. A geologic reconnaissance of the site area and surrounding vicinity. 3. Investigation and identification of shallow subsurface conditions at the site by characterizing the exposed soil and by reviewing published well logs. 4. Comparison of site to published geologic maps, previous field investigations, and open file reports. Inspection of aerial photographs to determine the geomorphology of the site. 5. Laboratory grain size and shear angle analysis for the soil samples collected from the site. 6. Evaluation of the landslide, erosion, and seismic hazards at the site per the Mason County Critical Areas Ordinance regulations(December 27,2006). 7. Building setbacks determined from dynamic slope stability modeling. 8. Geotechnical recommendations for site grading including site preparation, subgrade preparation, fill placement criteria(including hillside grading), temporary and permanent cut and fill slopes, drainage and erosion control measures (Figure 3). 10011 Blomberg Street SW,Olympia, WA 98512 5 Phone 4: (360)754-4612 Fax 4: (360)754-4848 GEOTECHNICA L TESTING LABORATORY The steepest slope measured onsite was approximately 61 percent along the northern hillside bordering the stream. Therefore, Mason County requires that a geotechnical report be prepared in accordance with the Critical Areas Ordinance. A previous geotechnical investigation occurred within a r/4 mile on the nearby property owned by Buchheit to the west. _ TermServer-USA Aerial Photo Mason County GIs Aerial Photo SITE CONDITIONS SURFACE CONDITIONS The proposed building site is located in an area of sparse residential development in the Puget Sound glacial upland along the southern hillside of Cranberry Creek (see aerial photos above). The site is well vegetated and has a predominant northern exposure. Site elevations range from approximately 192 to 314 feet. We conducted a reconnaissance of the site area on February 21 and July 9, 2007 by Lance Levine under the direction of Harold Parks. The purpose of the site reconnaissance is to physically observe the property and adjacent properties to identify any recognized geologic conditions. Photographs and visual observations were documented. Site-specific features were mapped; soil logs were recorded. No grading has occurred recently. Fill material was not observed onsite. The following photo illustrates the eastern portion of the site. AL .r�l +G• i View Looking West _=_ 10011 Blomberg Street SW,Olympia, WA 98512 6 Phone#: (360)7544612 Fax#: (360) 754-4848 GEOTECHWAL TESTING LABORATORY Cranberry Creek drainage winds through the northern portion of the site. The general topography of the site area indicates that drainage flows toward the northern stream channel from the proposed building location. The site plan is included as Figure 2. No evidence of active surface erosion was observed. No surface water flow was observed onsite with the exception of Cranberry Creek. No ponding of water was observed throughout the site. Minor slumping and sloughing was observed along the northern slope due to typical erosion of a slope by stream activity. The drainage slopes are well vegetated. Only a few older leaning trees and pistol butt trees were observed. No recent slumping or sliding was observed. No evidence of deep-seated slope instability was observed onsite. No seeps or springs were observed onsite. The relatively steep slopes bordering the stream indicate the stream has been recently cutting down vertically (more than meandering laterally). Minor tributaries indicate that infiltration occurs more than overland(surficial) flow. A ridgeline is located to the south approximately 500 feet from the subject site. No upland water bodies or wetland features were observed during the site reconnaissance or through the inspection of aerial photographs. The maximum slope is approximately 71 percent along the very top of the northern slope; the lower portion of the northern slope is approximately 60 percent. The slope is approximately 80 feet vertical. The selected building location has a slope of approximately 19 percent. The proposed septic drainfieid has a slope of approximately 14 percent. All slope angles were measured using the AutoCAD survey generated by Aspen Land Surveying and confirmed onsite by using a Brunton inclinometer. The entire site is covered with vegetation common to the Northwest, see photo below. The vegetation includes fir, madrone, hemlock, alder, cedar, and maple trees as well as salal, Scot's broom, Oregon grape, huckleberry, bracken fern,sword fern,blackberry, devil's club, and grasses. Selective logging may have occurred in the last 10 years near the proposed building location. The vegetation on the northern slope remains unaltered. - 5 Northern Slope 10011 Blomberg Street SW,Olympia, WA 98512 7 Phone#: (360) 754-4612 Fax#:(360)754-4848 %XjMOq-1rEvcHNtcAL TESTING LABORATORY GEOLOGICALLY HAZARDOUS AREAS LANDSLIDE HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(17.01.100A1)defines a landslide hazard area as: The following shall be classified as Landslide Hazard Areas: a. Areas with any indications of earth movement such as debris slides, earthflows, slumps and rockfalls (see figure F.100). b.Areas with artificial oversteepened or unengineered slopes, i.e. cuts or fills. c.Areas with slopes containing soft or potentially liquefiable soils. d. Areas oversteepened or otherwise unstable as a result of stream incision, stream bank erosion, and undercutting by wave action. e. Slopes greater than 15%(8.5 degrees)and having the following: i. Hillsides intersecting geologic contacts with a relatively permeable sediment overlying a relatively impermeable sediment or bedrock(e.g. sand overlying cla});and ii. Springs or groundwater seepage. f. Any area with a slope of forty percent or steeper and with a vertical relief of ten or more feet except areas composed of consolidated rock. A slope is delineated by establishing its toe and top and measured by averaging the inclination over at least ten feet of vertical relief. The subject site meets the qualification of a landslide hazard area due to the onsite slopes (northern) that are greater than 40 percent and more than 10 feet in vertical height(17.01.100A1f). This slope will be over 122 feet from the proposed building locati�. SEISMIC HAZARD CLASSIFICATION The Mason County Critical Areas Ordinance(I7.01.102A)defines a seismic hazard area as: 1.Areas susceptible to ground failure including the following: a.Areas with mapped geologic faults until proven inactive; b. Deep road fills and areas of poorly compacted artificial fill; c.Areas with artificially steepened slopes(i.e. old gravel pits); d Postglacial stream, lake or beach sediments; e. River deltas; f. Areas designated as potential Landslide Hazard Areas; g. Bluff areas; and h. Areas underlain by potentially liquefiable soils 2. The following criteria may be used as a guide by the County to indicate areas that have a higher likelihood of meeting the classification criteria above: a. Areas identified on the Coastal Zone Atlas of Washington, Volume 9, Mason County as Af, Qal, Qa2, Qvc, Qls, Qos and Qp. b.Areas identified on the Mason County Soil Survey Map as having slopes greater than 15 percent. c. Faults identified on "Map Showing Known or Suspected Faults With Quaternary Displacement in the Pacific Northwest", A.M. Rogers, T.J. Walsh, W.J. Kockelman and G.R. Priest, US Geologic Survey, 1996; or described in "Active Faulting Investigations on the Canyon River Fault, Southern Olympic Range, Washington", T.J. Walsh and KG. Neal, U.S. Geologic Survey, 1997. d. Areas underlain by potentially liquefiable soils as shown "Liquefaction Susceptibility Map of Mason County, Washington" by Stephen P. Palmer, Sammantha L. Magsino, James L. Poelstra, Eric L. Bilderback, Derek S. Folger, and Rebecca A.Niggemann, September 2004 1001 I BlombergStreet SW,Olympia, WA 98512 8 Phone#: (360)754-4612 Fax#: (360) 754-4948 EOTECHNICAL TESTING LABORATORY This site does qualify as a seismic hazard area because the site is categorized as, "l.f. Areas designated as potential Landsri e Hazard Areas." - r EROSION HAZARD CLASSIFICATION The purpose of the Erosion Hazard Section (17.01.104A) is to identify areas that present potential dangers to public health and safety,and to prevent the acceleration of natural geological hazards, and to neutralize the risk to the property owner from development activities. Areas in Mason County underlain by soils which are subject to severe erosion when disturbed. Such soils include, but are not limited to, those for which potential for erosion is identified in the Soil Survey of Mason County,USDA Soil Conservation Service, 1960, or any subsequent revisions or additions to this source. These soils include, but are not limited to, any occurrence of River Wash ("Ra') or Coastal Beaches ("Cg') and the following when they occur on slopes 1 S%or steeper: a.Alderwood gravelly sandy loam("Ac"and"Ad') b. Cloquallum silt loam ("Cd') c. Harstine gravelly sandy loam ("Hb') d.Kitsap silt loam ("Kc') The soils at the site are mapped as Lystair sandy loam (Le). This site does not meet the technical criteria of an erosion hazard area. SITE GEOLOGY The site is generally situated within the Puget Sound glacial upland. Multiple glacial advances deposited the onsite material. The near surface :_--- material was deposited during the most :i recent Vashon stade (stage) of the Fif Fraser glaciation that occurred between _ about 9,000 and 11,000 years ago. - Weathering and erosion has occurred since. The figure (to the right) is a ? i LiDAR image at a 12-feet resolution. In the local vicinity, ridgelines trend northeast to southwest. In general, the _ soils are composed of gravelly sand with silt underlain by glacial till material (gravelly sand with silt). A .. description of the onsite soils is included in the "Soil Logs" section of this report. The following geologic excerpts are for the educational purposes of the client and not necessarily for the review staff at Mason County. The following photos portray the onsite material. Pugec sound LDAR Consortium 10011 Blomberg Street SW,Olympia, WA 98512 9 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY The Geologic Map of Washington —Northwest Quadrant(2002) has mapped the northern site geology as glacial till deposits(Qgt)of continental glacial origin. The report reads: Till— Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited by glacial ice; may contain interbedded stratified sand, silt, and gravel. Includes part of the Vashon Drift undivided. The Geologic Map of Washington—Northwest Quadrant(2002) has mapped the southern site geology as glacial outwash deposits(Qgo)of continental glacial origin. The report reads: Undifferentiated outwash — Recessional and proglacial stratified sand, gravel, and cobbles with minor silt and clay interbeds deposited in delta, ice-contact, beach, and meltwater stream environments;may include advance outwash. Includes part of the Partridge Gravel,part of the Everson Glaciomarine Drift, and part of the Vashon Drift undivided. ::. .... Gravelly Sand with Silt '` The Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, by Logan (2003) describes the site as late Wisconsinan(Pleistocene)glacial deposits. The glacial till(Qgt)is described as: Till, late Wisconsinan (Pleistocene)--Unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel, and boulders deposited by glacial ice of the Puget lobe,- gray; may contain interbedded stratified sand, silt, and gravel; sand-size fraction is very angular and contains abundant polycrystalline quartz, which distinguishes this unit from alpine till; cobbles and boulders are commonly striated and (or) faceted; although unweathered almost everywhere, may contain cobbles or small boulders of deeply weathered granitic roc, The Geologic Map of Southeastern Mason County, Washington, USGS Water-Supply Bulletin 29 by Noble and Molenaar(1970)describes the site as Recessional Outwash deposits. The Recessional Outwash deposits(Qvr)are described as: Gravel with some sand, silt, and clay. Mostly poorly sorted and loose, but has deltaic bedding along the northern sides of some valleys. Overlies till in depressions on drift planes. Where it occurs in sufficient thickness below local water table, it yields small to moderate quantities (50- 250gpm)ofgroundwater. 10011 Blomberg Street SW,Olympia, WA 98512 10 Phone#: (360)754-4612 Fax#: (360)754-4848 SITE SOILS The Soil Survey of Mason County, lEashington, USDA Soil Conservation Service (1960)has mapped the site soils as a Lystair sandy loam, 5 to 15 percent slopes(Le). The report reads: The Lystair series consists of somewhat excessively drained, brown, sandy soils that occupy hilly kettles and kames and nearby level outwash plains. They have developed from nearby gravel- free, loose, sandy glgcial drift deposited mainly by outwash waters. The soils are somewhat excessively drained and are droughty. They have a low capacity for available moisture. All layers of the soil are porous. Typical Lystair Sandy Loam SUBSURFACE EXPLORATIONS Subsurface conditions at the site were evaluated by observing and logging the exposed building site soil,probing, and reviewing available well logs. Groundwater_was_not encountered at the proposed building location and is b ypnd the scope of this report (28 to 88 feet below_ _-ground_surface). See the wells togs provided in the Appendix. Soil logs were field logged (visually) using the Unified Soil Classification System (USCS). The soil logs were recorded by Lance Levine on July 9, 2007. Soil colors were visually detennined using the Munsell Soil Color Charts, revised 1992. Due to the onsite cohesionless soils, the Soil Penetrometer (H-4200) by Humboldt Manufacturing Company and the E-285 Pocket Vane Shear Tester by Geotest Instrument Corporation were not employed. Grab samples were collected by means of shovel and pick from test pits and exposed slope faces. The samples were sealed in Ziploc bags, labeled, and transported to our soils laboratory. Soil gradations were determined by laboratory test method ASTM D-2487 that utilizes the Unified Soil Classification System. The soils laboratory has the following certifications, accreditations,or qualifications: AASHTO American Association of State highway and Transportation Officials AMRL AASHTO Materials Reference Laboratory CCRL Cement and Concrete Reference Laboratory A2LA American Association for Laboratory Accreditation ICC International Code Council Army Corp.of Engineers 10011 Blomberg Street SW,Olympia, WA 98512 l l Phone#: (360)754-4612 Fax 4: (360)754-4848 GEOTECHNtCAL TESTING LABORATORY SUBSURFACE CONDITIONS In general, stiff to dense Lystair sandy loam (sandy silt) was observed throughout the site. Vashon Stade glacial till material (very gravelly sand)was observed below the Lystair material. Specific soils information is contained in the following "Soil Logs" section of the report. Depth to competent soil is approximately 10 to 18 inches throughout the proposed building location. --- --- Groundwater was not observed or encountered in test pits or along slope faces. Groundwater seepage or springs were not observed along natural slopes, see photos below. Based on the site topography and the shallow glacial till material, seasonally perched groundwater conditions may be expected during periods of extended wet weather. Y- rt; Mason County Ordinance (17.01.I00E5(5)) requires, "A minimum of one cross section at a scale which adequately depicts the subsurface profile, and which incorporates the details of proposed grade changes." At the request of the Mason County reviewer, we have changed our cross section to include the proposed building location instead of the most critical slope. Final grading plans have not been formalized and are not included in the slope stability analysis. A cross-section is provided as Figure 4. 10011 Blomberg Street SW,Olympia,WA 9851.2 12 Phone 9: (360) 754-4612 Fax 4: (360)754-4848 SOIL LOGS Soil Log 1 (SL-1)—Building Location Surface Undisturbed,well-vegetated 0"-3" Duff,roots, leaves 3"- 10" Brown (7.5YR5/4), SILTY SAND with minor gravel, dry, roots,well graded, loose, sub-rounded gravels 10"-28" Dark yellowish brown (10YR4/5), GRAVELLY SAND with silt, moist, roots, dense (hard), well graded, sub-rounded gravels up to 5 inches,minor iron staining 28"-36" Grayish brown (10YR5/2), very GRAVELLY SAND with silt, moist, minor roots, well graded, very hard, semi-blocky, sub-angular to sub-rounded gravels up to 4", cementation, iron staining Soil Log 2(SL-2)—Septic Drainfield Surface Undisturbed 0"-5" Duff, roots, needles, leaves 5"- 11" Brown(7.5YR4/4), SILTY SAND with gravel,dry, roots, well graded, loose, sub-round 11 -30" Dark yellowish brown (10YR4/4), very GRAVELLY SAND with silt, roots, well graded, sub- rounded,medium dense,minor cementation,minor iron staining 30"-43 Dark grayish brown (10YR4/2), GRAVELLY SAND with silt, dry, blocky, well graded, sub- round,cementation, iron staining SUITABILITY OF ONSITE SOILS AS FILL Onsite soils may be considered for use as structural fill if industry standards are satisfied. Fill material requirements are found on page 9-3I of the WSDOT Standard Specifications 2006. In general, the native soils (sand, silt, and gravel) encountered on the site must have less than 10percent fines (material passing the US No. 200 sieve)to be suitable for use as structural fill. Laboratory analysis of the onsite material indicates that one of two samples meets the qualities of a gravel base. See the laboratory results in the Appendix. 10011 Blomberg Street SW,Olympia,WA 98512 13 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SHEAR METHOD A collected grab sample was tested to determine shear angle and cohesion. Results of the shear test are listed below. The standard method of test was method AASHTO T 236-92, Direct Shear Test of Soils Under Consolidated Drained Conditions. Specifically,the disturbed sample is remolded into the shear box. A computer records the test readings. The data file is imported into Excel. The three peak strengths were hand picked by choosing, from the individual trials, the break point of the curve. Utilizing the concepts of the Mohr circle analysis,the maximum shear stress is plotted against the normal stress. A line is drawn to"best fit"the peak data points. The shear angle is the measured angle of the "best fit" line relative to the abscissa. The cohesion is determined by the intersection of the "best fit" line and the ordinate. See the shear related figures in the Appendix. The sample was determined to have the following characteristics: Unit weight 129 pcf Cohesion 200 psf Shear angle 420 Native soil density was determined by the Bulk Density test method (ASTM C-29/C-29M-97 (2003)). The soil was determined to have a dry density of 129 pcf. Terzaghi Equation Based on our laboratory testing conducted on the sample of material collected from the subject site, we have calculated the theoretical ultimate bearing capacity. The following Terzaghi formula calculates the ultimate bearing capacity. Using the Figure 6.3, page 173 by Prakash, the bearing capacity factors are determined from the shear angle. Using a factor of safety of three (3), the theoretical maximum bearing capacity is equal to 6500 psf using a shear angle of 42°. See the following spreadsheet calculation. The IBC(Table 1804.2) lists the allowable foundation pressure as 3,000 psf for a sandy gravel(GP). Terzaghi Equation is given by the following formula: Qd= B (cNe+yD fNq + '/z yBNy) c Nc Y Df Nq 0.5 Y B Ny 1 70 129 1 60 0.5 129 2 95 Ultimate Bearing Capacity is: 20065 Using a Factor of Safety of 3 6688 c=unit cohesion 1 Y=soil density 129 B=footing width 2 D(f)=depth of footing 1 N(c)=bearing capacity factor 70 N(q)=bearing capacity factor 60 N(Y)=bearing capacity factor 95 10011 Blomberg Street SW,Olympia, WA 98512 14 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY SLOPE STABILITY AND ANALYSIS In general,the undisturbed native soils of the site consist of a mixture of variable amounts of sand, silt, and gravel. These soil materials are in a dense condition except where they have been disturbed by weathering activity. No evidence of deep-seated landslide activity or significant erosion was observed onsite at the time of our investigation. Instability of this nature is typically confined to the upper weathered or disturbed zone, which has been disturbed and has a lower strength. Only minor dry raveling and sloughing were observed along the northern slope. As previously discussed, weathering, erosion, and the resultant surficial sloughing and landsliding are natural processes that affect slope areas. Significant weathering typically occurs in the upper 2 to 3 feet and is the result of oxidation,root penetration, wet/dry cycles and freeze/thaw cycles. Over excavation may be necessary to ensure the removal of deleterious material. These processes can be managed and the risk reduced through proper construction of the residence. Erosion control recommendations in the slope and buffer areas are provided in the `Building Setback" and "Erosion Control"sections of this report. Excavation and back-filling will occur based on appropriate engineering and earthwork recommendations found in the following"Earthwork"section. Grading in the building portion of the site should be conducted in accordance with geoteehnical recommendations provided herein. Our findings were compared with the only slope stability resource pertaining to the subject site. The Relative Slope Stability of the Southern Hood Canal Area,by R.J.Carson(1977)classifies the site as Class 2. Class 2 is described as, Areas believed to be stable under normal conditions, but may become unstable if disturbed by man's activities, if slope is oversteepened by erosion, or if subjected to strong seismic shaking. Slopes generally steeper than 15 percent, but may be less in some areas of weak geologic materials. Includes areas underlain by: well-drained sand and gravel, mostly on valley sides that lack known slope failures;glacial till with steep slopes;and bedrock. Resources by Rogers and Walsh detailing faults in the Puget Sound were reviewed. No known faults are mapped in the vicinity of the subject site. Slope stability was modeled using the GeoStudio 2004 program (version 6.20) in both static and dynamic conditions (c., = 0.15). Factors of safety were determined using Bishop's, Janbu, and the Morgenstern-Price methods. The site was modeled using a layer of cemented very gravelly sand (see Figure 4 Cross-section). The material was determined to have a unit weight of 129 pef, cohesion of 200 psf, and a shear angle (�) of 421 (see Appendix for shear test results). To be conservative, the site was modeled using "wet" or saturated conditions. The footings will be founded on undisturbed native material; hence, the thin layer of compacted fill material was not used in the slope models. Under static conditions, the slope remained stable to deep-seated and shallow failure (F.S. = 1.64). Under dynamic loading, the 3328 computations dem_onstrated—thatithe-slope .nQt- susceptible to surficial raveling or_ large deep-seated failure. The following figures illustrate the moment factors of safety for slope "A" and "B" under the e-"xisamg c'—- o—n it ns. The critical slip surface factor of safety is equal to 1.31 for the northern slope(see Figure 4,Cross-section). Mason County code requires a dynamic factor of safety to be at least 1.1 at the proposed building location. 10011 Blomberg Street SW,Olympia,WA 98512 15 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL "TESTING- LABORATORY The following figure exhibits the need for abuilding setback of 50-feet from the crest of the northern slope. All aundatien-e-lements shall be constructed on native material or en?meered fill material. Fincher Site — Slope A 330 Proposed d� / 3WJ Building 310 �.,- Location •�4� / �. .......... ....... . ..... . . . 270 ........ .......... . ..... ......... .. . o Mt ......... ............. .... .. . . .................................. ....... ... ......... m 250 .. . .................. ........... .................... .......... ... ........ . ............ ......... .................. ..................... ......................... ........... ........... ................. m 240 Description:Glacial T�II ............ . . . Wt: 129 ........ ...... .......................... .. . ... ..... . .... ......................... . ........................ .................. .. ZzoCohesion; 2a0 ...::.... ...... ......... ........................ ........... .. .... .... ... 210 Phi.42 :: ........ . ............... . .... . ......... ... ........ ..... ................ ....... ......... . . .. .. .......... ...................... . . .. .... . ....... .......... . . : : .. .................................•........ ............................................ ............................ 2� .................:...................•........................................ ............................................................ . . . . 0 25 so 75 100 125 150 175 200 225 250 275 300 325 350 375 400 425 e50 Distance(ft) BUILDING SETBACK The building setback may be measured from the bottom of the footing to the face of the steep slope in accordance with the International Building Code (1805.3.1), see figure to right. As previously discussed, weathering, erosion and the resultant surficial sloughing and shallow landsliding are setback b. natural processes that affect slope areas. Minor surficial raveling, slumping, and sloughing were observed along the northern slope. To manage and reduce the potential for these natural processes, we recommend the following: ➢ No drainage of concentrated surface water or significant sheet flow onto the sloped areas. ➢ No filling within the setback zone unless retained by retaining walls or constructed as an engineered fill. 10011 Blomberg Street SW,Olympia, WA 98512 16 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY LIQUEFACTION HAZARD The surrounding undisturbed slopes are well vegetated. The absence of springs and seeps along the northern slopefface and the lack of groundwater in test pits signify that groundwater is at least 10 feet below the ground surface. With the local well logs available, we conclude the groundwater is approximately 20 feet below the ground surface for slope stability modeling. Shaking of the already dense glacial till is not apt to produce a denser configuration and subsequently excess pore water pressures are not Iikely to be produced. Lacking shallow groundwater, the mixed material (gravels, sands, and silts) is well graded and is not a likely candidate for liquefaction concerns. Grain-size analyses are found in the Appendix. Based on our review of the subsurface conditions, we conclude that the site soils are only mildly susceptible to liquefaction. The following geologic excerpts are for the educational purposes of the client and not necessarily for the review staff at Mason County. The Liquefaction Susceptibility Map of Mason County, Washington by Palmer, Magsino, Poelstra, Bilderback, Folger,and Niggemann(September 2004)maps the site area as having a very low liquefaction potential. The Site Class Map of Mason County, Washington by Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004) maps the site area as site class C to D. Site class C is a very stiff soil or soft rock and site class D is a stiff soil. SEISMIC HAZARD According to the Seismic Zone Map of the United States contained in the 2003 International Building Code(IBC), the project site is located where the maximum spectral response acceleration is 45 percent of gravity(g). Based on the subsurface conditions observed at the site,we interpret the site conditions to correspond to a seismic Soil Profile Type D, for Stiff Soil, as defined by Table 1615.1.1 (IBC). This is based on probing with a '/>-inch diameter steel probe rod. The shallow soil conditions were asstuned to be representative for the site conditions beyond the depths explored. EROSION CONTROL Active surface erosion was not observed on or surrounding the subject site. Evidence of ponding was not observed onsite. It is our opinion that the potential erosion hazard of the site is not a limiting factor for the proposed development. Removal of natural vegetation should be minimized and limited to the active construction areas. Yard landscaping around the home is permissible, but understory growth on the slopes should be encoura a, m__ uch as possible as a deterrent to erosion. Hazard trees located on steep slopes may be removed only if the stumps remain to deter erosion. Temporary and permanent erosion control measures should be implemented and maintained during construction ✓and/or as soon as practical thereafter to limit the additional influx of water to exposed areas and protect potential receiving waters. Erosion control measures should include, but not be limited to, silt fences, berms, and swales with ground cover/protection in exposed areas. Typical erosion control notes and a silt fence detail are included on the Figure qlw ite Plan. Any re-contouring of the site will create a need for erosion control measures as listed above. 10011 Blomberg Street SW,Olympia,WA 98512 17 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY EARTHWORK SITE PREPARATION All areas to be excavated should be cleared of deleterious matter including any existing structures, debris, duff, and vegetation. Based on our observations, we estimate that stripping on the order of 10 to 18 inches will be necessary to remove the root zone and surficiai soils containing organics. Areas with deeper, unsuitable organics should be expected in the vicinity of depressions or heavy vegetation. Stripping depths of up to 3 feet may occur in these areas. These materials may be stockpiled and later used for erosion control and landscaping. Surficial material that cannot be used for landscaping or erosion control should be removed from the project site. No foundation elements shall be constructed on "untested"fill material. Where placement of fill material is required, the exposed subgrade areas should be proof-rolled to a firm and unyielding surface prior to placement of any fill. We recommend that trees be removed with the roots, unless located on a slope. Excavations for tree stump removal in any building area should be backfilled with structural fill, compacted to the density requirements described in the"Structural Fill"section of this report. ✓If structural fill is needed, we recommend that a member.of our staff evaluate the exposed subgrade conditions after removal of vegetation and topsoil stripping is completed. Any soft, Ioose or otherwise unsuitable areas delineated during foundation preparation or probing should be compacted, if practical, or over-excavated and replaced with structural fill, based on the recommendations of our report. STRUCTURAL FILL All fill material should be placed as structural fill. The structural fill should be placed in horizontal lifts of appropriate thickness to allow adequate and uniform compaction of each lift. Fill should be compacted to at least 90 percent of MDD (maximum dry density as determined in accordance with ASTM D-1557) to within 2 feet of subgrade and 95 percent MDD in the upper 2 feet. The appropriate lift thickness will depend on the fill characteristics and compaction equipment used. We recommend that the appropriate lift thickness be evaluated by our field representative during construction. The suitability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During wet weather,we recommend the use of well-graded sand and gravel with less than 9 percent(by weight)passing the No. 200 sieve based on that fraction passing the 3/4-inch sieve. If prolonged dry weather prevails during the earthwork and foundation installation phase of construction, a somewhat higher(up to 10 percent)fines content will be acceptable. Material placed for structural fill should be free of debris,organic matter,trash, and cobbles greater than 6 inches in diameter. The moisture content of the fill material should be adjusted as necessary for proper compaction. 10011 Blomberg Street SW, Olympia, WA 98512 18 Phone 4: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY CUT AND FILL SLOPES All job site safety issues and precautions are the responsibility of the contractor providing services and/or work. The following cut/fill slope guidelines are provided for planning purposes. Temporary cut slopes will likely be necessary during grading operations. As a general guide,temporary slopes of 1.5 to I (horizontal to vertical) or flatter may be used for temporary cuts in the upper 3 to 4 feet of the glacially consolidated soils that are weathered to a loose/medium-dense condition. Temporary slopes of I to I or flatter may be used in the unweathered dense to very dense sands and gravel. These guidelines assume that all surface loads are kept at a minimum distance of at least one half the depth of the cut away from the top of the slope and that significant seepage is not present on the slope face. Flatter cut slopes will be necessary where significant raveling or seepage occurs. Surface drainage should be directed away from all slope faces. Straw or jute matting shall be used to cover the exposed soils until permanent vegetation is established. All slopes should be seeded as soon as practical to facilitate the development of a protective vegetative cover or otherwise protected. FOUNDATION SUPPORT Where foundation elements are located near slopes between 5 and 30 percent, the footings should be located a minimum of 2 times the footing width from the slope face(horizontally), and founded in medium dense or denser native soils or properly prepared structural fill. We recommend a minimum width for isolated and continuous wall footings to meet IBC 2003. Footings founded as described above can be designed using an allowable soil bearing capacity of 2,000 psf(pounds per square foot) for combined dead and long-term live loads in areas of medium dense to dense soils. The weight of the footing and any overlying backfill may be neglected. The allowable bearing value may be increased by one-third for transient loads such as those induced by seismic events or wind loads. Lateral loads may be resisted by friction on the bases of footings and floor slabs and as passive pressure on the sides of footings. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Active pressure may be determined using an allowable equivalent fluid density of 150 pcf(pounds per cubic foot). We estimate that settlements of footings designed and constructed as recommended will be less than 1 inch, for the anticipated load conditions, with differential settlements between comparably loaded footings of'/ inch or less. Most of the settlements should occur essentially as Ioads are being applied. However, disturbance of the foundation subgrade during construction could result in larger settlements than predicted. 10011 Blomberg Street SW, Olympia,WA 98512 19 Phone#:(360)754-4612 Fax#: (360)754-4848 G-COTECHNICAL TESTING LABORATORY FLOOR SLAB SUPPORT Slabs-on-grade should be supported on medium dense or dense native soils or on structural fill prepared as described in the"Structural Fill" section of this report. We recommend that floor slabs be directly underlain by a synthetic vapor barrier. Below the synthetic vapor barrier, we recommend a minimum 6-inch thickness of coarse sand and/or gravel containing less than 5 percent fines (by weight). The drainage material should be placed and compacted to an unyielding condition. A synthetic vapor barrier must be used for the control of moisture migration through the slab, particularly where adhesives are used to anchor carpet or tile to the slab. A thin layer of sand may be placed over the vapor barrier and immediately below the slab to protect the liner during steel and/or concrete placement. The lack of a vapor barrier could result in wet spots on the slab,particularly in storage areas. RETAINING WALLS Retaining walls may be utilized on the sloping portion of the site to retain fill material. The lateral pressures acting on the subgrade and retaining walls will depend upon the nature and density of the soil behind the wall. It is also dependent upon the presence or absence of hydrostatic pressure. If the adjacent exterior wall space is backfilled with clean granular, well-drained soil (washed rock), the design active pressure may be determined using an active pressure coefficient equal to 0.25 (Ka = 0.25). This design value assumes a level backslope and drained conditions as described below. Retaining walls located on or near the toe of a slope that extends up behind the wall should be designed for a lateral pressure, which includes the surcharge effects of the steep slope in proximity to the wall. Although not expected at this site,the following data is provided for planning purposes. For an irregular or composite slope, the equivalent slope angle may be determined by extending a line upward from the toe of the wall at an angle of 1 to I (Horizontal to Vertical)to a point where the line intersects the ground surface. The surcharge effects may be modeled by increasing the equivalent fluid pressure for flat ground by the percentage given in the following table: SLOPE INCLINATION:EQUIVALENT FLUID PRESSURE Slope Angle Percent Increase Equivalent Fluid Pressure Horizontal 0% 35 pcf 3H:1 V 25% 44 pcf 2H:1 V 50% 53 pcf IH:1V 75% 61 pcf If the walls are greater than 4 feet in height, exclusive of the footing, additional design considerations should be applied. Positive drainage,which controls the development of hydrostatic pressure,can be accomplished by placing a zone of coarse sand and gravel behind the walls. The granular drainage material should contain less than 5 percent fines. The drainage zone should extend horizontally at least 18 inches from the back of the wall. The drainage zone should also extend from the base of the wall to within 1 foot of the top of the wall. The drainage zone should be compacted to approximately 90 percent of the MDD. Over compaction should be avoided as this can lead to excessive lateral pressures. 10011 Blomberg Street SW, Olympia,WA 98512 20 Phone#: (360) 754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY A perforated PVC pipe with a minimum diameter of 4 inches should be placed in the drainage zone along the base of the wall to direct accumulated water to an appropriate discharge location. We recommend that a non-woven geotextile filter fabric be placed between the drainage material and the remaining wall backfill to reduce silt migration into the drainage zone. The infiltration of silt into the drainage zone can, with time,reduce the permeability of the granular material. The filter fabric should be placed in such a way that it fully separates the drainage material and the backfilI, and should be extended over the top of the drainage zone. Lateral loads may be resisted by friction on the bases of footings and as passive pressure on the sides of footings and the buried portions of the wall. We recommend that an allowable coefficient of friction of 0.40 be used to calculate friction between the concrete and the underlying soil. Passive pressure may be determined by using a passive pressure coefficient equal to 4(Kp=4). RETAINING WALL ALTERNATIVES Typically, block wall systems are more cost effective for long-term walls than the other options. Specific design criteria for these options can be provided at your request by the block manufacturers. SITE DRAINAGE All ground surfaces, pavements and sidewalks should be sloped away from the residence and associated structures. Surface water runoff should be controlled by a system of curbs, berms, drainage swales, and/or catch basins and tight-lined into the appropriate drainage facilities. We recommend that conventional roof drains be installed. Footing drains shall be installed for the single-family residence. The roof drain should not be connected to the footing drain. For footing drains, the drain invert should be below the bottom of the footing. Typical drainage control measures are included on Figure 3. Onsite irrigation to lawn areas shall be closely monitored so the northern slope remains unaffected(see photo below). We recommend additional testing occur at the proposed infiltration location. Either a double ring infiltrometer or a grain-size calculation will determine the permeability of the onsite material. tz Northern Slope - 10011 Blomberg Street SW,Olympia,WA 98512 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECKNICAL TESTING LABORATORY SEPTIC IMPACT The proposed septic drainfield will be located in the eastern portion of the site. Chapter 246-272-09501 of the Washington Administrative Code requires a minimal horizontal separation between septic drainfields and various facilities. The septic drainfteld must be at least 30 feet from the top of the northern slope and at least 30 feet from the recommended footing drains. We conclude the slope stability of the site will not be adversely impacted by the proposed septic drainfteld location that meets the previous requirements. See photo below. tArl E Ems.' . Septic Drainfield Location CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on the results of our site reconnaissance, subsurface observations, and our experience in the area, it is our opinion that the site is suitable for the proposed project. The proposed building location is stable relative to deep- seated instability and will not be affected by the proposed structure. The proposed structure will not undermine adjacent slopes. Proper drainage control measures will reduce or eliminate the potential for erosion in this area and improve slope stability. The hazards of the landslide area can be overcome in such a manner as to prevent harm to property and public health and safety, and the project will cause no significant environmental impact for the life of the project. If tested and confirmed, the onsite soils may be suitable for use as structural fill material. Saturated soil conditions may be associated with these soils during or following extended periods of rainfall. However, to reduce grading time and construction costs, we recommend that earthwork be undertaken during favorable weather conditions. Conventional construction equipment may be utilized for work at the site. Conventional spread footings may be utilized at the site for support of the structure. We do recommend that roof and footing drains be installed for the structure with conventional spread footings. A vapor barrier is recommended for all slab-on-grades. Conventional spread and continuous wall footings appear to be the most suitable type of foundation for the support of the proposed structure. 10011 Blomberg Street SW,Olympia, WA 98512 22 Phone#: (360) 754-4612 Fax#:(360)754-4848 CarEO'` ECKNICAL TESTING LABORATORY REPORT LIMITATIONS AND GUIDELINES FOR USE We have prepared this report for the exclusive use of Michael Fincher and his authorized agents for the proposed access driveway, single-family residence, and garage in Mason County, Washington. Site inspections, research, and mapping have culminated in this report. This report is intended to meet the requirements of the Mason County Critical Areas Ordinance. This report does not specify setbacks for: line-of-sight setbacks, FWHCA setbacks, eagle tree setbacks, wetland setbacks, or property line setbacks. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions, expressed or implied, should be understood. CONTRACTORS ARE RESPONSIBLE FOR SITE SAFETY ON THEIR OWN CONSTRUCTION PROJECTS Our geotechnical recommendations are not intended to direct the contractor's procedures, methods, schedule or management of the work site. The contractor is solely responsible for job site safety and for managing construction operations to minimize risks to onsite personnel and to adjacent properties. READ THESE PROVISIONS CLOSELY Some clients, design professionals, and contractors may not recognize that the geoscience practices (geotechnical engineering or geology) are far less exact than other engineering and natural science disciplines. This lack of understanding can create unrealistic expectations that could lead to disappointments, claims and disputes. Geotechnical Testing Laboratory includes these explanatory"limitations"provisions in our reports to help reduce such risks. Please confer with Geotechnical Testing Laboratory if you are unclear how these"Report Limitations and Guidelines for Use"apply to your project or site. GEOTECHNICAL,GEOLOGIC,AND ENVIRONMENTAL REPORTS SHOULD NOT BE INTERCHANGED The equipment, techniques and personnel used to perform an environmental study differ significantly from those used to perform a geotechnical or geologic study and vice versa. For that reason, geotechnical engineering or geologic reporting does not usually relate any environmental findings, conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated contaminants. Similarly, environmental reports are not used to address geotechnical or geologic concerns regarding a specific project. I001 l Blomberg Street SW,Olympia, WA 98512 23 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECHNICAL TESTING LABORATORY REFERENCES MAPS DeLorme 3-D TopoQuads(2002),Source Data USGS,Yarmouth,Maine. Dragovich,Logan, Walsh,and Schasse (2002), Geological Map of Washington—Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. Logan(2003), Geologic Map of the Shelton 1:100,000 Quadrangle, Washington, (Open file report 2003-15), by published by Washington State Department of Natural Resources. Noble and Molenaar(1970), Geologic Map of Southeastern Mason County, Washington, Water Supply Bulletin 29, Plate 1, Published by Washington State Department of Water Resources a sino Poelstra Bilderbac Palmer, , g k, Folger, and Niggemann (September 2004), The Liquefaction Susceptibility Map of Mason County, Washington,published by Washington State Department of Natural Resources. Palmer, Magsino, Bilderback, Poelstra, Folger, and Niggemann (September 2004), The Site Class Map of Mason County, Washington,published by Washington State Department of Natural Resources. Rogers, A. M., Walsh, T. I., Kockelman, W. J., and Priest, G. R. (1996), Map showing known or suspected faults with quaternary displacement in the Pacific Northwest, published by U.S. Geological Survey OFR 91-441-0, Plate 1, scale 1:2,000,000. Smith, Carson (1977), Relative Slope Stability of the Southern Hood Canal Area, Washington, prepared in cooperation with the Washington Department of Natural Resources Division of Geology and Earth Resources; and, Department of the Interior United States Geological Survey. Dragovich, Logan, Walsh, and Schasse(2002), Geological Map of Washington—Northwest Quadrant(Geological Map GM- 50),published by Washington State Department of Natural Resources. Walsh (1997), The Canyon River fault, an active fault in the southern Olympic Range, Washington: Washington Geology, v. 25,no.4,p.21-24,published by U.S.Geological Survey. PUBLICATIONS Ambrose(1981),Simplified Design of Building Foundations, Table 2.5,pages 48-57,published by John Wiley&Sons,Inc. ASTM International(2005),Annual Book of Standards 2005,Section 4, Volume 4.08,published by ASTM International,West Conshohocken,Pennsylvania. Bloom(1991),Geomorphology,published by Prentice-Hall,Inc.,Upper Saddle River,New Jersey. International Code Council,Inc. (2004),2003 International Building Code,published by International Code Council,Inc. Kollmorgen Instruments Corporation (1994), Munsell Soil Color Charts (1994 Revised Edition), published by Macbeth Division of Kollmorgen Instruments Corporation,New Windsor,New York. McCarthy(1993),Essentials of Soil Mechanics and Foundations,published by Prentice-Hall, Inc., Upper Saddle River, New Jersey. 10011 Blomberg Street SW,Olympia, WA 98512 24 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY Moffit(1992),Surveying 9" Edition,published by Harper Collins,New York,New York. Ness, Fowler,Parvin(1960),The Soil Survey of Mason County, Washington, USDA Soil Conservation Service, in cooperation with the United States Department of Agriculture, and Washington Agricultural Experimental Station, and the Soils Conservation Service. Parks, Neal, Koloski, Laprade, Molinari, Butler, and Lorentson (November 2006), Guidelines for Preparing Engineering Geology Reports its Washington,published by Washington State Geologist Licensing Board,Olympia,Washington. Prakash(1981),Soil Dynamics,Figure 6.3,page I73,published by McGraw-Hill,Inc. Sowers(1979),Introductory Soil Mechanics and Foundations: Geotechnical Engineering,Table 10:4,page 472,published by Macmillan Publishing Co.,Inc. Washington State Department of Transportation(WSDOT)(2005),Standard Specifications for Road, Bridge, and Municipal Construction 2006 M41-10,prepared by WSDOT Engineering Publications,P.O.Box 47408,Olympia,Washington. WEBSITES Mason County Government Information Services (http://www.co.mason.wa.us) Mason County Codes,Ordinances,and Regulations (http://www.co.mason.wa.us/code) Puget Sound Lidar Consortium (http://pugetsoundlidar.ess.washington.edullidardata/index.html) Slope Stabilization Erosion Control Using Vegetation A Manual of Practice for Coastal Bluff (http://www.ecy.wa.gov/biblio/9330.html) Vegetation Management Guide for Puget Sound Bluff Property Owners (htq)://www.ecy.wa.gov/biblio/933 I.html) United States Department of Agriculture Natural Resource Conservation Service (http://soildatamart.nres.usda.gov) Washington Administrative Code (http://apps.leg.wa.gov/wac/) Washington Department of Ecology (http://apps.ecy.wa.gov/welllog) 10011 Blomberg Street SW,Olympia, WA 98512 25 Phone#: (360)7544612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY APPENDIX 10011 Blomberg Street SW,Olympia, WA 98512 26 Phone#: (360) 754-4612 Fax#: (360)754-4848 1 �'�:::K ,. •apt��,� z l r ' x � �' � = k r _ • '+ � r F •� i a i ;.j -. Ott• �, .: jl• 47. JM- Yf � { tt i NXIMOTECHNICAL TESTING LABORATORY LABORATORY RESULTS U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 1% '/. Ys 9 84 10 15 20 30 40 50 100 200 0% 90% 10% 80% 20% o 70% _..._..._ ..-._.._ _ 30% •� L 60% _ _ 40% - a � .n co 50% 50% a c ,Q IL ° 30% 70% 20°h 80% 10% 90% 0% 100% 1000 100 10 1 0.1 0.01 0.001 Grain Size in Millimeters Cobbles Gravels Sands Silts Clays Coarse Fine Coarse Medium Fine Date: 07/09/07 D10=0.07 classification %Gravel Sample#: 789 D30= 1.10 GW-GC,Well-graded Gravel with Silty Clay and So 47.54% Sample ID: D60=7.11 Specifications %Sand Source: Cc=2.32 Other 42.31% Project: Fincher C,_9629 %Moisture:6.6% %Silt&Clay Client: Fincher Liquid Limit-- 0.00 Dust Ratio= 10.15% Boring#: SL-1 Plastic Limit-- 0.00 Fineness Modulus Sample Meets Specs Depth: 32" Plasticity Index=0.00 4.69 No Coarse Actual InterpolatedInes Actual Interpolated Section CumulativeiCumulative _Section Cumulative Cumulative Sieve Size Percent Percent Specs Specs Sieve Size Percent Percent Specs Specs US Metric Passing Passing Max Min US Metric Passing Passing Max Min 6.00" 150.00 100.00/0 - 44 4.750 52.5% 52.5°% 4.00" 100.00 100.0% #8 2.360 39,8% 39.8% 3.00" 75.00 100.0% #10 2.000 37.0% 2.50" 63.00 100.0% #16 L180 30.70i6 30.7% 2.00" 50.00 100.0% #20 0.850 27.6% 1.75" 45.00 100.00/. 430 0.600 25.1% 25.1% 1.50" 37.50 100.0% 100.0% #40 0.425 2L9% 1.25" 31.50 94.8% #50 0.300 19.6% 19.6% 1.00" 25.00 89.2% 89.2% 960 0.250 18.0% 7/8" 22.40 85.7% 980 0.180 15J% 3/4" 19.00 81.1°% 81.1% #100 0.150 14.7% 14.7% 5/8" 16.00 77.9% #140 0.106 12.0% 12" 12.50 74.1% 74.1% #170 0.090 11.I% 3/8" 9.50 67.6% 67.6% #200 0.075 10.2% 10.2% 1/4" 6.30 57.4% 9270 0.053 - - Copyright Spears Engince nS&.Technical 5wkm PS,1"6-2004 10011 Blomberg Street SW,Olympia,WA 98512 28 Phone#:(360)754-4612 Fax#: (360) 754-4848 GEOTECHNIcAL TESTING LABORATORY U.S.Standard Sieve Opening in Inches U.S.Standard Sieve Numbers Hydrometer Results 100% 20 6 4 3 1h J14 x v #4 10 16 20 30 40 50 IN 200 0% 90% -- ♦ 10% 80% ♦ ♦ 20% 70%.- . 30% . - a 50% ` CD ♦ 50% a m40°k . .... ♦` ` 60% a) a 0 r 0% 100°k 1000 100 10 1 0.1 0.01 0.001 Grain Size irr Millimeters Gravels Sands Cobbles Silts Clays Coarse Fine Coarse Medium Fine Date:07/09/07 Dio= 0.12 Classification %Gravel Sample#: 790 D3o= 1.95 GP-GM,Poorly graded Gravel with Silt and Send 54.19% Sample ID: Gravel w/Silt&Sand D6=8.07 Specifications %Sand Source: Cc=3.83 WSDOT 9-03.10 Gravel Base 38,68% Project: Fincher Cu.65.52 %Moisture:6.4% %Silt&Clav Client: Fincher Liquid Limit-- 0.00 Dust Ratio-- 7.12% Boring#: SL-2 Plastic Limit--0.00 Fineness Modulus Sample Meets Specs Depth: 18" Plasticity Index--0.00 4.95 Yes Coarse Actual InterpoJatedrues Actual :Interpolated Section Cumulative Cumulative Section Cumulative Cumulative Steve Size Percent Percent I Specs pets Steve- Size Percettt Percent _Specs Specs US Metric Passing Passing Max Mitt US Metric Passing Passing Max Min 6.00" I50.00 100.09/6 44 4.730 45.8% 45.8% 100.0% 22.0% 4.00" 100.00 100.0% #8 2.360 32.6% 32-6% 3.00" 75.00 100.0% #10 2.000 30.3% 2.50" 63.00 100.0% #16 1.180 25.2% 25.2% 2.00" 50.00 100.0% 100.0% 75.0% #20 0.850 22.9% 1.75" 45.00 100.00/0 #30 0.600 21.1% 21.1% 1.50" 37.50 100.00/6 100.0% #40 0.425 18.4% 1.25" 31.50 97.7% 950 0.300 16.4°10 16.4% 1.00" 25.00 95.3% 95.3% #60 0.250 14.8% 7/9" 22.40 91.2% 980 0.180 12.6% 3/4" 19.00 85.9% 85.9% 4100 0.150 11.6% 11.6% 5/8" 16.00 80.9% 4140 0.106 9.0% 1/2" 12.50 75.0% 75.0°% 9170 0.090 8.0% 318" 9.50 66.1% 66.1% #200 0.075 7.1% 7.1% 10.0% 0.0% 1/4" 6.30 52.4% #270 0.053 CoMight Spears Eng-S&Technical S°rncas PS,1996-2004 10011 Blomberg Street SW,Olympia,WA 98512 29 Phone#: (360) 754-4612 Fax#: (360)754-4848 GEOTECHWAL TESTING LABORATORY SHEAR RESULTS Peak Shear Stress vs. Normal Stress 3000 2500 42° c q 2000i.....-- a m t` 1500 __..._....' ......................... s N Y C1000 . _............._.._.—._ I —114 ton Cohesion -1@ ton 200 psf a 0 500 1000 1500 2000 2500 3000 Normal Stress(p4 Shear Stress vs. Horizontal Displacement Sand with Loam 45M 0 .— ......... N low m C7 Cl) +-112 ton: --1 ton 0.00 -0.05 -0.10 .015 -0.20 -0.25 -0.30 Horizontal Displacement(in) 1001 l Blomberg Street SW, Olympia, WA 98512 30 Phone 9: (360)754-4612 Fax 4: (360) 754-4848 GEOTECHNicAL TESTING LABORATORY WELL LOGS Please print,sign and return to the Department of Ecology Water Well Report Natic mlt eofFntmtNo w181560 Ort�eei-Fioiep,Tt mpY-owns'.S+d cetpy-eltiDa adc P?l Y�i t Y Unique Ecology Well ID Tag No.AKA665 Can dsn ctloNDecomaoiadon ❑i Construction Water Right Permit No.E CEMPTwE= Decommission 0RI(}lNALLNb7ALL4TIONAbVCe Property Owner Name BRENT IRWIN °finta ltATumher Well Street Address 795F-(TRERE FELA145 PROPOSMUSE 63DvmesGc k&utnl ❑tdeemdpd Cftv SZMTON County MASON Owftler ❑hnPaioo 8 Tat Wdl 0 Oeff TYPEOFMIs: 0wACr5a=bworwdl(ef=rettmoae) Location l/4.1/4 11Wuq Sec 35 211;R3W EWN wwh< d�• �1 H—wdl O f+eaAboned eaoboa:0 Due 0 Bored ❑D-i— Lw&oa (a,t,r Lot Deg_Let Adm/See �D �d ©Cable 1Z7�y Oeue ld g DT ENSION&r—Morofwen 6 mdLM d0ed 120 A. "'REQMIED) Long Deg Long MiwSee Deplhofmmpidad axe•I20 L COM9MUMONDECAMS Tas Parcel No.321352390001 :.0-ft Welded •�_ Dim aem+2 _L to 120 L laWdIML PLerainstpled 1>aemfeom Lb L COI9STRU'CTIOPTORDECOMNIISSIONPROCED2tRE Thtmded Diem.tom IL to & Foorwim Deambe bycn1w.d2rw=.=t ofmttdml mad Coat .and am Iceland pe:aaMlooe U Yo No mu=orftnw ielinsubs mmpeadr.9d.%ifhatIngonomtyfsmchcbmgeof Typeofpetmtarared infceaatoai�ioteWwdcr mtoeffied SEADDCIIONAL 3HMM1FKE=AHY. S12P0fpd7s_in.by—m and=ofpcds tvm_t to_L 4 MATERIAL FROM TO ftr� ❑Yes ONs R-Fhe Loahm LOOM SAND&GRAVEL 0 5 Meaabmuds Nan: SILTY SAND&GRAVEL 5 25 DType u 9a sae Cam Modd No. Ito ItGRAY CLAY 25 37 Diem Slu z f wo L to a BROWNSMTY CLAY 37 55 Grmd/F1bm paclad:Q YcRIN. O St of pavd"-d GRAY MLTY CLAY 55 73 Mteade phed fiom L to L SILTY SAND&GRAVEL 73 101 Smfaes Soot:®Yes [INo To sdtee depef/20 R GRAY COARSE SAND&WATER ICI 120 MM=oltasdmred REMMNME _ DidaoyfMCmtamvemwhle ooile ❑Yes ONa Type ofwmtW Dtpth of errata Mdhod ofrmbng strata off PUMP..MmufaMke5Nww Type H.F. WATERLFVELS:Imd—*cedcvdionatwvemem sm1wd L !bhtlerd 50 lbalowtopofwe0 Dde 411304 Arusmapmttxe bs.pwsroremrb Diu Adeaw wouris coftdodby 0 vdee IRC WELLTESPS:DMwdvwnisaa=zftV w1Vrdisloaatsd bdowrwdclwd Mies.pomp twmaM O Yes ONO Ifpts,b7mbom7 Ysetd ad.Lnim vwh A.amwdowuatbr hm Yudd------fflLt=va16 R.drawanwaafkr has Vida adA,ma vans L&wd*vma : bm Amewjdta Rhar I*M taco wMnpuge W7WVJ J M[ov kevJ mgmerd,lFwa vrH bP b toatbrlevv� Peon WteLerd Time Water Lerd Time MI.Lwd Ir '1... Ate afeea — Bdkrtext pdhria wits Ldrawdown amc_�rs. Airte>t� _SMAmawitha=serd 100 Lfor tes. Anesto flow etpm Dote Tempeafnre o wd._Wua dam col modymmedO O Yes 0 No ate L1 1=}r Start D 4/F 3r04 Cetnpteted Date 4l13)04 WELT.CONMUCTION CERTIFICATION: I construded media accept responsibility for eonsuvelion ofthis well,and its compliance with all Wasbingtm well eoasavetim rtadebdds.Materials used and the infccmatiodreporled above are true to my bcoknoadedge and belief. D,Morff�, dFtorame Name(RW) ED NELSON V.2mm Cry ARCAMA DRILLFNG D4C'. _. lhiaerlFs�aee/inaee5igneare�� Address oft BOX 1790 DriRuwu=zeLcase No.1886 Chy,State,Zip SF'FMTTCT WA 985B4 !fT'RAr17Ff, Cmeader's Dr�YeLim.a N.. Rep**=No.ARCkDDI09SK1 Dme4/14IM4 a��tir•+Y eeao®u m ryaet Opp--w Figdor-. Fry oso.l ad tut.ytrn 10011 Blomberg Street SW,Olympia, WA 98512 31 Phone#: (360)754-4612 Fax#: (360)754-4848 GEOTECHNICAL TESTING LABORATORY WATER WELL REPORT'�,ffi„N0. W 135696 1,i a['a'c r Original&1st copy-Ecology,2nd copy-owner,Ird copy-driller Ccrostrtacltt>tYE]eoo�nitaon f i ra mere) Uni4uc Ecology Well ID Tag No A>:'[v 454 ®Constnietion Wader Right Permit No O Dpecomauksrou ORIGINAL CONSlRUMON Notice of I-,,Natriber Property Owner Nair David Lof ton , PROPOSED USE tl.= ❑wustrtal Mumapal Well Sticet Atkdtm Mlekelson Rd I ❑Dewawt ❑lmgahon ❑Test Well QOther OFWORK Owna�nttmbaof well(if mosc than ane) city Shelton oiinry MarOn ®New Wdl ❑Recoadruoned Method Q Dug ❑Bored ❑Driven Location_SU4.1t4-SLIM S=3-5— Twn-a R.,,&L.E WM arcle ❑ FR Cable Q Rotary ❑Jetted L_/jprig W W M V" DIMENSIONS Diarneler of well f; ruhcs,dulled 1 g5 it tsar sun �g l al Mul/Sce Depth orconiplged well 135 ft REQUIRED) LA)ng Dcp Long Min/Sec CONSTRUCTIONDETAES Tax ParcclNo 32135-23-90002 C—ag RIWeldcd 6 Dram from f) fl to 1749_ft CONS RIX TION OR DECONU6MSION PROCEDURE irstalkd ❑Lmer installed Dorm from ft to fi Formabon D—Take by color.character,size of material and structure,and the C17b,-" Diam from ft to ft hind and nature of tht,mtn.nal in each stratmn penetrated,with at kart one Lntry ror each change or infarinaunn hubcale at1 watuencountered Perforat— []Yes®No (USE ADD iTIONAL SHEETS IF NECESSARY) ype of perforator used MATERIAL FROM TO 17.E of perfa,m by_ ja and uo of perfsT from n to`ft Set— [jYes ❑No [RK-Nr ltirattmi — 128 Brown rl;gy Manuruhaces Name Cook + Type stainless Model No Dram_„5`Shit Size 90 f. 1_0 ft to l 35__n Gray hardpan 34 42 Dtaoa Ski Stu horn n k n GmieU filler panted ❑Ya ®No ❑Sire of gravcl/saad Brown hardpan 42 4 Matarals l4 A from _R to It Surfau Seat 23 Yes ❑No To what d pth? 18 It bfarernls used w seal Betoni to Did any strata contain unusable water07 ❑Yes ®ND _ Cemente c1sand - Type of wain+ Deter ururata W2th water 127 130 Method of scaling strata off PUMP Manufactura's Namc 7arU��T Type m ih_ _fr P ] WATERLEVELS Land-surface devattoa above mean sea level J1 Stabc level 7� ft below top of well Date Anmen pressure. ]hs per square inch Due Artesian water is wutroned by - (cap.vaj ve,etc) WELL TESTS Drawdowe is artiount water level is lowered below static level %sapump Lest tmder❑Yes 2No irymbywhom', Yield .....gallmm wah n draw down after Ito YreW a&main with It drawdowo after hrs Yield tralJmm with._=__........._R drawdown rifler brs REG Recomy drila(rune taken ar um when pmnp turned g1j)(ws trr kwI mmm and fm a well rop to Y,arer level) Tune Water level Trinc Water t.evd Tuune water Irvel jut Due arrest Bailer test sari tom wnb fl drawdown aRes-1—hrs Atricst oat inia withstemsetat n fur hrs Artesian flow a p m Dare Tempetuure of wza_Was a chemtral analysis made, ❑Yts ®No Starr Date 5/1/01 Completed Dare 5/'��/01 WELL CONSTRUCTION CERTIFfCATION I crmsutsted and/br acc Im respouvbdily for constirwiton of this well.and its compliance with all Washington wrJI construction standards Materials used.and the 11001`1 atlon reported above are true to my hest knowledge and belief Il Dnller ❑Engtnear❑Tratnec Name((Prml�r Drilling Conipaily T')�r�e n Y --.=11.I.1t1& DrillerlF�igtisaerlTrairreeSitmaruir Address Belfairr, WA 98528 Driller orTrainceLtccnsc No 2499Gty.state,Zip if trainee,l[cutsed drifter's Contractors Stgtaturc and Lrcrise no. RegistTation No DAVTS011 I GGA Date MR)f ?rni EcukgY F9�OPP0r=tlYEmployer ECYOSO-1-20(Rev4701) 10011 Blomberg Street SW, Olympia,WA 985I2 32 Phone#: (360)754-4612 Fax#: (360) 754-4848 GEOTECHNICAL VESTING LABORATORY W A T F R W E L L R E P 0 R T Start Card No. NE01233 Unique Nell I.D. 0 ARIS99 STATE OF WASHINGTON - Water Right Permit No. (1) OWNER: Name BUCHHEIT, MARC AND LYDIA Address PO BOX 344 SHELTON, NA 98584- -------------------------------------------------------------------------------------------------------------------------------- 12) LOCATION OF WELL: County MASON - SN 1 4 NN 1/4 Sec 35 T 21 K., R 3W WM 2a) STREET ADDRESS OF WELL {ar nearest address) 691 F GREENVIEW LI, SHELT N (3) PROPOSED USE: DOMESTIC (10) WELL LOG ----------------------------------------------------------------- -------------------------------------------------------------- (4) TYPE OF WORE: Owner's Number of well Formation: Describe by color character, size of material (If more than one) and structure, and show thickness of aquifers and the kind KEW WELL Method: AIR ROTARY and nature of the material in each stratum penetrated, with at least one entry for each change in formation. (5) DIMENSIONS: Diameter of well 6 inches Drilled 131 ft. Depth of completed well 137 ft. MATERIAL FROM TO PIPE STICK-UP 0 1 16) CONSTRUCTION DETAILS: REDDISH-BROWN CLAY 6 SAND 1 3 Casingg installed: 6 ° Dia. from 0 ft, to 132 ft, BROWN CLAY SOME SAND 3 0 WELDRD ' Dia. from ft. to ft. DARK BROWN GRAY SAND GRAVEL i CLAY 8 12 ' Dia. from ft. to ft. GRAY SAND GRAVEL E CLAY 12 14 ---------------------------------------------------------- BROWN SAND GRAVEL & CLAY 14 30 Perforations: KO GRAY SAND GRAVEL 6 CLAY 30 36 Type of perforator used —— GRAY SAND GRAVEL E WATER LAYERS OF CLAY 36 80 SIYB of perforations in. by in. DARK GRAY CLAY 80 86 perforations from ft. to ft. DARK GRAY FINE SAND WATER 86 90 perforations from ft. to ft. PEAT 90 91 perforations from ft. to ft. BROWN CLAY 91 96 ----------------------•------•-------------------------- GRAY SAND GRAVEL 6 CLAY 96 114 Screens: YES GRAY SAND GRAVEL E WATER 114 116 Manufacturer's Name JOHNSON GRAY SAND GRAVEL E CLAY SEAMS OF SAND 116 132 Type STAINLESS Model No. TELESCOPING WATER 116 132 Diaz. 6 slot size 20 frot 132 ft. to 137 ft. GRAY SAID GRAVEL 6 WATER 132 137 Diax, slot size from ft. to ft, --------------------------•---------------------------- Gravel packed: WO Size of ggravel Gravel placed from ft. to fE. ----------•-----------------•-------------- Surface seal: YES To what depth? 18 ft, � � Material used in seal BENTONITE Did an strata contain unusable water? NO Tyyppe o water? Depth of strata ft. �j(;� 0 Method of sealing strata off (7) PUMP: Manufacturers Name kio hin g,101) State Type H.P. p�pE�ru,,.nt t�f�aotogy ---------------------------------- -- ----------- -------- --- ----------------------------------------------------- 18) WATER LEVRLS: Land-surface elevation above mean sea level ...Dat t. Static level 82 ft. below top of well e 09/19 03 Artesian Pressure lbs. per square inch Date Artesian water controlled by Mork started 09/17/03 Completed 09 19/03 (9) WELL TESTS: Drawdovn is amount water level is lowered below WELL CONSTRUCTOR CERTIFICATION - static level. I constructed and/or accept responsibility for con- Was a pump test made? NO If yes byp whom? struction of this well, and its compliance with all Yield: gal./min with fL drawdown after hrs. Washington well construction standards. Materials used and the information reported above are true to my best knowledge and belief. Recovery data Time Water Level Time Water Level Time Water Level NAME NICHOLSON DRILLING INC (Person, fire, or corporation) (Type or print) ADDRESS PO III III Date of test r Bailer test 35 al/min. 4 ft. drawdown after 1 hrs. [SIGNED] License No. 0519 Air test gal7min. w/ stem set at ft. for hrs. l Artesian flow g.p.m. Date Coatrac r's- Temperature of rater Was a chemical analysis Bade? NO Registration No. NIC DI1370M Date 09/30/03 10011 Blomberg Street SW,Olympia,WA 98512 33 Phone#: (360)754-4612 Fax#: (360)754-4848 r GEOTECUNWAL TESTING LABORATORY De elm n t and Firstclog Copy with WATER WELL REPORT st°"°"d N. Daperlmaot of Ecology ThirdC Copy rMor'a r'e copy STATE OF WASHINGTON Third Lopy—DrWer'e Copy Water Rohl Permit No. (1) OWNER: tame Addrefa (2) LOCATION OF WELL. bounty !.L' Ems[senjS TAN.,li L_W.Af. (28) MEET ADDaRESS OF WELL for rroarest addreea)_ (a) PROPOSED USE I Domestic lndusMaf ❑ Municipal d (10) WELL LOG or ABANDONMENT PROCEDURE DESCRIPTION ation ❑ Dewaler Teat Well ❑ Other ❑ Forrnanare Dascrfba by color,characlar,alto of material and strudure.end show Owmer'e number at we!! 1d,'cknoca of aquifers and the kind end nature of tba material In each atrafum penetraled, (4) TYPE OF WORK: with III toast we on"foreschcharwectlmorrna!ton 011 galhanom) __ _ Aber doned❑ New well _.!%-Methods Dug ❑ Bored ❑ YATER41 FRDiI Tc Deepened ❑ Cable 0 Driven ❑ ( G/Z Q Reconditioned❑ Rotary.B- Jetted ❑ (5) DIMENSIONS: Diamaterofwell 610 inches. het O yv , ' t3dtled � feet. Depth of completed weU 1!0 0 h, (6) CONSTRUCTION DETAILS: rn •r Is ' CDeinglnaL-..ftort: + • Diem.lrom C' it. -- Waklad /�- • rn0m.from Unsr last.11ed❑ T)°eedod (] Dlam.fr m e.to—=—h, Perforations: Yon❑ Noe TYpeof perloratcruead SIZE of perforations In-by In. pnrtorallona tram n.to_ n, - perforationsfron! ll.lo— n, po"Orati.eafrom it.fa ft. Screenst Y..LJ N Mmwlacta6e.Noma Typa Modal No Blom. Siatslze fram h.10_ ft. Diem Slot elre Imm n. Grmolpncked_Yea N 5zeatoraval I Gravel pieced from ft.to Suriacteseek Ypre— Na❑ �aweteaplht—� n WAle herb u and In seal 6•a•�oArt , ts— Didenyafrataconlalnunusablew°t.r? Yae0 Mon Typo of water? Depth of atrata tvblbod of analinp strata on (7) PUMP: Manuf.elerer'sNwne TWs: H.P (B) WATER LEVELS: t.aed-aun.oe aleaerM. +1 C! aDOro raaen so°ipwl n, St°tla lavul C( 1) n.eelowlopofwell Data_.��a �• Aneslen preeema 1'oa,par square inch Date_ Art—lan water la coolrolted by .0.nNe,etc ��tt Workatmletl 7`I (9).WELL TESTS: Drewd.w innn."twafer I—Ie .lowered helnwatellc level Waea pump teat made?Yes❑ No LJ Myaa.bywhom? WELL CONSTRUCTOR CERTIFICATION: Yield: pat.rml..wRn tt.drnwdownafler_ hr.. I constructed and/or accept raapansliotBty for construction of this well, and its compliance with all Washington well construction standards. ' Materials used and the Infermafion reported above are true to my best Btroovary data(Urns taken ea zero when pump tumad off)(walor lava)mrmsured knowledge and belief. IrDmwell too towatertavon Tema w.t.r L.v.r it_ w.lw l...w TI— (PERSON.PTRN,OR co"MRA/ (TYPE on PWNT) _ addrooFj��?OJt'/33��/ r lN�r/' Dale of tuet (5!$ned)1�Ly-f' icense Nrl`-T�!'u - BdiltXtoet psi./min.wnh n.drawdowa enar_ Jim CdItU DRILLER) Aktaat--/0 pal.emir,with atom set at `5-51 ft.for_ hre. RonVflot is Rep(atr 9- r (� Adeelallflow g.p.m. Data ND. Data '0 Tampa ratweofwater—WaseaM1eaaeian.yaismado?Yoe❑ No❑ (USE ADDITIONAL SHEETS IF NECESSARY) E Y I•Zn tale .13zg— -GJMI.3 10011 Blomberg Street SW,Olympia, WA 98512 e 14 Phone#: (360) 754-4612 Fax#: (160) 754-4848 LxEOT CU tCAL TESTING LABORATORY W A T E R W E L L R E P O R T Start Card No W119178 Unique well I.D # AFG900 STATE OF WASMINGTON Water Right Permit No. ._-..r_= ......::.s:...__.+.....................ay....................c......................c .e=...= - 131 OWNER: Name WAGNER, P" Addmoo Gil E. 4kZZWVIEW Lur $RELTON, WA 9RSe4- a_.=c.ae_.....s.....e.es............................=a.....ays.s....a=.................=.......a.......====a...=.c..........___ i21 LOCATION OF hT;_,L; County Y3680N - sW 1/4 NW 1/4 See 13.5 7 21N N., R 3W WM (1 a) :TREET ADDRRSS OF WELL (or nearest addrec_) 641 E. 001IEi1ViIW LAU, SHELTON .........................._s......-_-.......=c........a................s..........____. .__=====z...............-_.._...... ___:. (1) PROPOSED uaE: DOMESTIC f (10) WELL LOG ...ne....c=nx.e.e..-__--_=.....ess.......a ..................... ------------------------------------------------------- ------ 14) TYPE OF WORK: Y Of-nor'. Rubber of well Formation: Describe by color, character, gaze of material (--f more than one( I and structure, and show thiekreoc of aquifer= and the kind NEW WILL Method: CABLE f and nature of the material in each rtratum penetrated, mirb •.•=^................=_=........................................ at least one entry for each charge in formation- (5) DIMENSION:: Diameter of wall 6 ibehea ---- -,--.- ------ ........ ..__.-.-...__..___... Drilled 156 ft. Depth of completed -ell Is$ ft. HXMIAL 7PO11 { T ............................................................. R11OWN CLAY a GRAVEL 3 5 1 3 (6) COUrTRUCTION DETAILS BROWN HARD PAN { 3 j 2. Cacin5 installed: a " pia, from +2 ft. to 150 ft. BLUE GRAY WARD PAN !. 22 ; 45 WELDED CASING pia. fray ft. to ft. BLUE GRAY GRAVEL 145 i 70 " Dia, fiOm ft. to ft, 3ILVE GRAY GRAVEL 170 ; 110 -------------------------------------------------_--_--_.-� GRAY CLAY ORAVKL { 110 E 120 Perforation=: NO PACKED SAND a GRAVIL WATER 1120 ! 140 Type of perforator uoed ,� SAND GRAVEL a WATER 140 { 356 . SIZE of perforation in, by in. I { perfcretiorc from ft. to ft. perforation= from ft. to ft. - parforationc from ft. to ft. .--------------------------•-- -----------------I I Screen=: TEE Wanufaeturer•0 Name BOUE7ON I { Type SLDITYD model No. Dian. S =lot alze .020 from 14E ft. to 13a ft. { t - Oiaa. olot size from ft. to ft. ---------------------------- --- -------------------------� Gravel peeked: NO Size of gravel { Crave: placed from ft. to ft. ---------------------------------------------------------- Surface o«al: YES To what depth? 20 ft, Material used an aeal ![l9I'ONITt { { Did any strata contain unusable water? NO I { T/pe of Water? Depth of atrata ft. { I Brthod of sealing atrata off................ ..:=a==............. ..............=ccv....... { i { - 1'1 PUMP: Manufacturer'o Name Type H.P. f� .._...._..........................,..see===r---.....----.......a.l I I lR) WATER LE7ELs• Lard-ourface elevation - Above mean Deb level ft. Static level Be ft. below top of well Date 01/03/0E Artesian Pro.zur. lbo. par square inch. Date { Artesian water contrclled by { _Z { Work otarted 12/25/00 -COMPl■ted 01/05/00 - ....................................................... ....._.........==s...=....=.=s.............:..........==s..... wn ..•- 19) WELL TESTC: Dtawdo 1a amount Waterleval io .. lowered below I WEE:. CONSTRUCTOR CERTIFICATION: oeatic le•:el. I I conetructed andjor a cept reopon.ibnlity fur r . Was a Pump toot ad EO If yes, by wso¢? rtructicn of thin well= and its eaal piaance with all 'i Meld: Sal.%min with ft. drawdowr, after hr■. Washington Well co trurtion otandarda. material= used and the information jaported above are true to m_• best knowledge and belie£- Recover.• data { ^_ime Water Level Time Water Level Time Water Level ) NAM?ARCADIA DRILLING INC. (Peroon, firm, or corporation) (Type or print) AMREGG SE 3.70 WMILXE AR%Ap Data of test / / Bai:er re_. 17 gal twin. 3 ft. drawdowo after 1 hra. f (SIGNED) 'A—'Q •• Licerxe No. 1026 Air test gal:min. w,-' ocem set at Et. for hra.{ Arceci etl E:oW g.p.a. Dat■ { Cont rae=or'e Temperature of water WaD a chemical analyaia wad■? NO Regiotratlen No. ARCADDI091MK1 Date 01 06 m; 10011 Blomberg Street SW,Olympia, WA 98512 35 Phone#: (360) 754-4612 Fax#: (360)754-4848 t i� .a�scaEasat : ur iz r mr £a£r £a �r s7 ��- v r =i! 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Y 7Hal � to r e 1r f a Greeriview Lane :i st»E�{I •yv'ir.: ±s !{ •i�sE,�•,r• ills 't'its£ {8 ee I r - „ i'»f "�ii E•t tH Uaaa {i •_:•_isaHighway3�,,...... • 112 INCH MINIMUM DIAMETER STEEL ROD (STRAP)CLAMPED SECURELY TO PIPE CORRUGATED TIGHTLINE 4 INCH M MINIMUM,6 INCH SUGGESTED 6"0glop ClIV FFI -••.••t%z' "iJ;:.�'.;<'ir �=r :•_��;5< ...Y._4..••`! ;?.mow' •. .i°.�tLy:,: •x.4 Yr,;_ ,S- ram,` .-. �r TIGHTLINE ANCHORED WITH TWO, ` 3 FOOT REBAR LENGTHS OR BOLTS. FLARE END SECTION QUARRY SPALL OR ENERGY — " �`"•' DISPERSION DEVICE GRASS-LINED SWALE SHOULD BE A MINIMUM ONE FOOT WIDE AT THE BOTTOM AND ONE FOOT DEEP WITH A MAXIMUM SLOPE OF 5 PERCENT. MINIMUM 4 FEET LEVEL SECTION GEOTEXTILE FABRIC Geotechnical Testing Laboratory Geotechnical Services 'con c sl.sw Qy�Services a VrRID.,can M512 FIGURE 3 P=pao)7 4-00 DRAINAGE DETAILS TestingServices Fax•:Cs�l rs�-eeaa Not to scale