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Geology and Geotechnical Engineering Investigation - COM Engineering / Geo-Tech Reports - 6/23/2000
Johnson Car Wash, Restaurant and Laundromat, Belfair Mason County, Washington Geology and Geotechnical Engineering Investigation June23 2000 prepared for: Jack Johnson P.O. Box 1119 Belfair, WA 98528 by: American Engineering Corporation 4032 1481h Avenue NE Redmond, WA 98052 (425) 881-7430 (425) 881-7731 fax AEC Job #9953 GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT Table of Contents I. Intl•oduction . . . .. . . . . . . . . . . . . . .. .. . . . . .. . . . . . . ... . . . . . . . . .. . . . . .. . . . . . . . . . . . . 1 A. General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 B. Location . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 C. Project Description . . . . . . . . . 1 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . D. Limitations . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 II. Site Description and Investigations .. .. ... . . . .. . . . .. ... . . . . . . . .. . .. .. . . . . . . . . .. . . 2 A. Surface Conditions . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 B. Subsurface . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 C. Groundwater . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 D. Seismicity . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 E. Slope Stability . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 III. Conclusions and Recommendations . . . . . .. .. . . . . . .. . . . . . . . . . . . . . . . .. . . . . . . . . . . . . . 8 A. General . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 8 B. Earthwork . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 9 C. Foundation Support . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 14 IV. Construction Observation . . . . . . . . . . . . .. .. . . . . . . .. . . . . . . . . . . . . . . . .... . . . . . . . .. . 16 V. ReportPi•eparation . . . . . . . . . . . . . . . . . .. .. . . . . . . . . . . . . . .. . . . . . . . .. . .. .. . . . .. . . . 17 FIGURES SECTION Figure 1. Vicinity Plan Figure 2. Site Plan Figure 3. Site Cross—Sections Figure 4. Typical Retaining Wall Detail Figure 5. Typical Footing Drain Detail Figure 6. Typical Slab—on—Grade Plan LIST OF TABLES Table 1. Results of Slope Stability Analyses Table 2. WSDOT Standard Specification Section 9-03.12(2) APPENDICES Appendix A. Test Pit Logs and Laboratory Test Data Appendix B. Guide Specification for Site Earthwork Appendix C. Slope Stability Analyses Data Sheets June 23,2000(AEC#9953) 1 9953-Geotech.Report.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT I. Introduction A. General This report presents our geology and geotechnical engineering investigation for the proposed Jack Johnson Carwash, Restaurant and Laundromat to be located in Belfair, NE Mason County (Figure 1, Vicinity Map). This investigation has served three purposes: 1)to prepare a site evaluation with regard to the adjacent Class II Critical Aquifer Recharge Area, 2) to define the infiltration characteristics for the onsite undisturbed soils, and 3)to provide a basis for this geotechnical site evaluation for foundations of structures, verification of slope stability, fill control, and design of retaining structures. Conclusions based on he site preparation and foundation construction are provided in this report. American Engineering Corporation and its staff have performed several geotechnical studies on mason County area are familiar with site conditions and foundation requirements in the north Belfair area are generally good to excellent with a deep groundwater system and very dense granular soils. B. Location The proposed Carwash and associated facilities is to be located about t/<of a mile north of the main intersection in Belfair. The site is located on the west side of Washington Highway 3 (Figure 1, Vicinity Map). Belfair is located in Northwest Mason County at the head of the eastern arm of Hood Canal. Access to the site is directly off Highway 3. C. Project Description The proposed project is to consist of several primary commercial structures and support facilities. The commercial structures are to consist of a small restaurant, laundromat, and self-service carwash and automated truck washing rack. Significant aupport facilities consist of a detention pond with bioswale, septic collection and distribution systems and drainfields. Subsurface storage tanks will be used to hold and treat sewage effluent prior to discharge. Significant slope will be constructed along the median of the property that will be at least 20 feet high. Culverts and buried utility lines will cross the site. Much of the upper area will be dedicated to a paved parking area and the downslope area will be reserved for infiltration of treated septic effluent . II June 23,2000(AEC #9953) 1 9953-Geotech.Rcportwpd GEOLOGY&GEOTECHMCAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT This report will address all aspects of this stabilization, filling,or retention of slopes. A paving design will be provided D. Limitations This report has been prepared in accordance with generally accepted geotechnical engineering practices, and in accordance with our agreement with Mr. Jack Johnson for the specific application to the commercial development. In the event there are any changes in ownership, design, or location of the proposed structures, or if any future additions are planned, the conclusions and recommendations contained in this report shall not be considered valid unless 1) project changes are reviewed by American Engineering Corporation, and 2) the conclusions and recommendations presented in this report are modified or verified in writing. Reliance on this report by others must be at their own risk unless we are consulted with regard to the use or limitations of this information. We cannot be responsible for the impact of any changes in environmental standards without further consultation. We can neither vouch for the accuracy of information supplied by others nor accept consequences for non consulted use of segregated portions of this report. II. Site Description and Investigations The car wash site has been heavily wooded, but following recent clearing operations, about 2/3 of the site has been cleared. The surrounding land is still densely wooded with fir and cedar. Some alder is located along the fringes of the fringes of the borrow pit to the west. The understory consists of bracken and salal with an abundance of rotting, fallen, timber. The terrain is moderately sloping to the west at about 10 to 12 degrees. Relief across the site is about 70 feet across the east—west width and seldom exceeding 25 feet in 100 feet in the rest of the property(Figure 2, Site Map). Two moderately sloped ravines conduct surface runoff erosion and discharge over the edge of the borrow pit(to the west) where a vertical erosion ledge developed in the borrow pit slope but there is no detectible channel across the floor of the borrow pit. Originally two residences were located on the property. One structure has been demolished and I the second is till occupied and located on the north side of the property. Access to the existing residence of II� from a county road along the west side of the property. June 23,2000(AEC#9953) 2 9953-Geocech.Reportwpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT Light commercial structures are located south of the site; residential property is located on the west end north side; and large retail stores are located east of Hwy 3. These commercial and residential facilities will not impact construction on the site. A. Surface Conditions The surface of the site within the newly cleared area has been severely disturbed with most of the organic topsoil turned over exposing mineral soil. The surface of the borrow pit on the west side of the property has been stripped and no organics or vegetation is present. The surface under the still forested area is hummucky and contains up to 12 inches of forest duff topsoil. Relics of old stump holes are visible and numerous rotting logs lay across the surface. Despite the irregular nature if the surface a two-wheel drive truck can traverse the site with care. Minor stripping of the topsoil will be necessary to prepare for filling or foundations. B. Subsurface Subsurface conditions across the site have been determined through the excavation of 2 test pits and the review of numerous published water well logs. The test pits varied published water well logs. The test pits varied in depth from 4.5 feet to nearly 10 feet. The logs are in appendix A. Each test pit location was selected to provide as complete a composite profile of the site as possible. Observations of the east side of the borrow pit indicates that the Recessional Outwash is nearly horizontal or dipping slightly to the southwest side of this profile. This profile is well represented in the water well logs. Interpretation of this data allows a classification of these soils as Recessional Outwash of the Salmon Springs glacial phase or Advance Outwash of the most recent vashon glacial phase. We have concluded that the Recessional Outwash classification is appropriate. The test pits may be clustered into four groups to the four sectors of the site. Test pits 1-7 were located in the northeastern end of the project. These soils consisted of gravelly sand and sand that is very dense. The lower soils are overlain by 6 to 12 inches of organic-rich topsoil. Layering is obvious in these soils. Test pits 8-10 were excavated in the floor of the borrow pit and exposed 7 to 7.5 feet of clayey sand to sand. The soils were very dense and slightly more moist than the upper slope soil. June 23,2000(AEC #9953) 3 9953-Geotech Repon.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT Test pits 11 through 18 were excavated in the southwest part of the site. Twelve inches of organic- rich topsoil with very dense sand was observed to a depth of 6 feet. Test pits 19-22 were excavated in the structures area at the southern end of the development. Those test pits encountered sand and gravel to depths of 4.5 to 5 feet. This area will be stripped, benched, and filled with about 25,000 cubic yards of coarsely granular imported fill. It is important that the existing incised surface is benched preparatory to placing the structural fill atypical benching example is provided in Figure 4. There are no detailed vicinity geologic maps available for the NE Mason County area. This report is relying on the site descriptions and observations in the area as well as the limited water well data. Reference can be made to the water supply Bulletin No 29, 1970 for some information for the area immediately south of Belfair in much of which can be extrapolated to the site. C. Groundwater Groundwater conditions have been thoroughly reviewed for the Site Evaluation Report, for the Critical Aquifer Recharge Area Class H evaluation(attached). The test its did not encounter groundwater q g � ) P within 10 feet of the existing surface. Based on water well logs in the vicinity the shallow aquifer is estimated to be about 60 feet below the average grade of the site. The subsurface profile of the site is likely to consist of discontinuous layers of gravel, sand, clayey sand, and sandy clay to depths in excess of 100 feet. These layers are likely to be well-defines with gradual, gradational changes only found within each layer. The layers dip slightly to the southwest which would be the trend of lateral groundwater movement(to the canal). It is our opinion that groundwater will have no impact on the construction effort nor will any groundwater be found sufficiently shallowed to impact the proposed infiltration facilities. D. Seismicity Earthquake intensities vary depending upon the magnitude of the earthquake and the distance of the project site from the epicenter or causative fault. This site could be subject to substantial seismic events if past history represents the regional pattern. Four earthquakes between 5.5 and 7.0 magnitude have been centered within 30 miles south and southwest of the site. Some of these earthquakes caused significant June 23 000 4 99s3-Gza«n.re R.2 (AEC 9953) � wpa GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH, RESTAURANT AND LAUNDROMAT I I damage in the Olympia and Seattle area in 1949 and 1965, respectively. One 5.5 magnitude earthquake occurred within the past 3 years near Monroe. Minor damage was reported. A more recent earthquake of magnitude 5.8 occurred in 1999 centered near Montesano. This event caused major damage in Montesano and Aberdeen and severely shook the Belfair area. The distance from the epicenter of this event to the site i was 50 miles. Faulting The primary tectonic feature located in the Pacific Northwest and dominating the region's seismicity is the Juan de FCA Subduction Zone located approximately 70 kilometers below the earth's surface. The surface expression is located approximately 150 to 200 kilometers west of Seattle. This zone is expected to produce earthquakes of a magnitude of 8.0 or larger with return periods of around 300 to 500 years. This earthquake magnitude and return period has been interpreted based on features observed along the Pacific coast. To date these parameters are subjective and the subject of further studies. The distance to a potential hypocenter under the site is sufficiently great to reduce the peak particle acceleration onsite to that anticipated by the UBC. Minor faults have been mapped in the bedrock exposed west of Belfair. No local faults have been mapped in the glacial sediments located near the site. The earthquake concentrations of the past in the Olympia area and south Olympic Mountains are likely to impact site conditions and structures. These events have a return period of about 20 years and have yet to have caused significant damage in this area. It is our opinion that the UBC design requirements are adequate to protect structures on this site. Liquefaction Generally, soils that are susceptible to liquefaction are loose, saturated, uniformly graded, fine—grained sand that lies within 60 feet of the ground surface. The bearing soils identified onsite consist of very dense sand in the unsaturated zone above the watertable. Water well logs in the area indicate very stiff clay and very dense sand and gravel from the surface to below 60 feet. The shallow soils found in the test pits onsite are too dense to liquefy. Lurch Cracking and Slope Failure The present site slopes gently to the west at about 11 percent. There is no risk for slope failure. No slope edges are present in the area that might amplify seismic vibrations. June 23,2000(AEC#9953) 5 9953-Geotech.report.wpd I GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT The structural fill will be placed on a homogenous subgrade of dense sand. We would expect a harmonic response of any seismic vibration rising from the native subgrade through the overlaying structural fill. It must be noted that the historic earthquakes are of short duration and not of very high accelerations; therefore, the suggested mitigation measures indicated in the liquefaction section should be adequate for construction. Seismic Design Parameters The Uniform Building Code (UBC) Seismic Zonation Map (1994)places the site in Seismic Zone 3. The UBC recommends that the seismic zone factor(Z)be 0.30. The site coefficients are: soil type S,a stiff to soft soil profile with a Vs= 1200 to 2500 fps. The seismic source type is B and the near source factor(N„and Na). Bedrock is located more than 300 feet below the surface in this location. It is our opinion that the seismic stability of this site is suitable for the construction of one story commercial structures taking into due consideration the potential for amplification of accelerations from an earthquake at a distance of 30 to 50 miles. It is our opinion that the distance to historic earthquake centers is sufficiently great to allow the use of 0.20g for the 100-year event. All site event. All site parameters are within the UBC seismic design requirements and those requirements should be used. E. Slope Stability 1. Slope Analysis The existing natural slopes on the proposed carwash site are approximately 2:1 within the ravines and parallel to Hwy 3. These slopes appear to be stable and are not eroding under present conditions. The slopes along the east side of the old borrow pit are somewhat steeper and are eroding where surface runoff is discharged over the slope. Raveling is apparent where slopes are 1 '/2 : 1 or steeper or where foot traffic is crossing the slope. Our preliminary analysis of the proposed 2:1 slopes yields a factor of safety of 1.84 (static) using an empirical analysis considering an unsaturated slope. Determination of the factor of safety of an undrained slope and the critical slip circle, we obtain factors of safety of 1.40 (static) and 0.95 (pseudostatic). The critical slip circle analyses for drained conditions in these soils and for a 2:1 slope is indeterminate, i.e. greater than 2.0 (static). These slopes will remain in the drained state as nearly all of the i� I June 23,2000(AEC#9953) 6 9953-Georech.repat.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT surface runoff will be captured, conducted to the lower area and infiltrated. The present site is drained with no test pits encountering groundwater. Our slope stability analyses utilized the undrained state conditions in order to determine the impact of soil parameter variation and the impact of the installation of buried storage tanks at the edge of the upper slope. Variations in soil parameters, specifically,the coefficient of friction reduces the static factor of safety by about 15 percent for each 5 degrees of friction angle(Trial 2 to 3). By increasing soil cohesion slightly, but still within a rational range for granular soils, there is more than a 20 percent increase in stability(Trial 4 to 5). It is our opinion that these granular gravelly sand soils have parameter value as follows: Density . . . . . . . . . . . 120 pcf Coefficient of friction . . . . . . . 35* Cohesion . . . . . . . . . . 0— 100 psf Using these parameters,Table 1 shows the range of factors of safety obtained. The undrained state (Trial 2) may be compared to the drained state SF= 1.84 (static). Table 1. Results of Stability Analyses Profile A—A Trial Density(y) Cohesion(c) Coefficient of Factor of Safety Friction Static Pseudostatic Removal of Upper 10'of Slope 1 120 10 35 2.11 1.32 a :At'R,. 7W:W t?(:tj;;3k. P,tt 'iASCe;....>:'s�:yHfi:'k,>y+• k:?3!t:.:::.Midrained :v 3 120 10 30 1.17 0.79 4 120 10 25 0.95 0.64 5 120 100 25 1.31 0.90 6 120 100 30 1.53 1.05 j 7 120 100 35 1.77 1.21 I A drained state analyses was indeterminate as slope is inherently stable at expected coefficient of I I friction (3 5°) and steepest slope angle (26.5°). I I June 23,2000(AEC#9953) 7 9953-ceot«tuepom+pd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT Preliminary design is recommending the installation of dosing tanks at the top of the slope. The impact of replacing the upper 10 feet of soil on the slope with water—filled fiberglass tanks is shown in Trial 1 where the static factor of safety is over 2 and pseudostatic over 1.1. Most public agencies require that the finished slopes reflect a minimum factor of safety of 1.5 static and 1.1 pseudostatic. The latter is the impact of a 100—year seismic event that yields a lateral acceleration of about 0.2 g(g=acceleration of gravity). Based on this analysis it is our opinion that the slopes on site will be stable when maintained in an undrained condition. The structural fill to be applied will be very similar to the native, on site soils and the use of the grading guidelines (Appendix B) will ensure longterm stable slopes. III. Conclusions and Recommendations A. General It is our opinion that the site is suitable for construction of the proposed commercial units and the related siteworks from a geotechnical engineering standpoint. The presence of dense to very dense sand below the shallow topsoil is the primary consideration for site suitability. Organic—rich, local native soils will require the removal of the upper 12 inches within the fill area. The imported structural fill from the Thellor borrow pit is suitable for construction of the building pads and parking area for the project. The west facing slope is recommended to be a 2:1 slope(H:V) with erosion control placed on the slope soon after completion to minimize raveling. We recommend that our firm review the final design and specifications to confirm that the earthwork and foundation recommendations presented in this report have been properly interpreted and implemented in the design specifications. F.a also recommend that a representative from American Engineering Corporation be present onsite during fill placement to verify that t the benching and subdrau*We is installed as anticipated, and that competent bearing soil is exposed: We can assume no responsibility for the misrepresentation of our recommendations if we do not review the plans and specifications, and monitor the earthwork. June 23,2000(AEC#9953) 8 9953-ce«ech.«poR.wpa GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT The conclusions and recommendations presented in the report should be incorporated in the design and construction of the project to minimize any soils and/or foundation-related problems. Detailed earthwork and foundation recommendations for use in the design and construction of the project are presented in the following sections. B. Earthwork 1. Clearing and Site Preparation The structural fill footprint should be cleared of all vegetation and debris. Holes resulting from the removal of large tree stumps should be cleared and backfilled with suitable compacted material.WWI recommend that about°btte fqq o£topsod-.be stripped and stockpiled for nonstructural backfill ei' Following removal of the upper one foot of topsoil, the slopes to be covered with structural fill should be benched and the fill placed in horizontal lifts from the base upward. Any wet zones should be covered with washed gravel and subdrainage installed ft recommend that the geotechnical engineer be cl>ring"excavation fo verify soririz. ng andadequate 'tll-control'` 2. Temporary Excavations Foundation excavation depth limitations, including utility trenches, should comply with local,state, and federal safety regulations. Excavation deeper than four feet generally require 1.5:1 slopes or shoring. Specifically, the current OSHA Health and Safety Standards for excavations, 29 CFF, part 1926, should be followed. We understand that these regulations are to be strictly enforced, and if they are not closely followed, the owner and contractor could be liable for substantial penalties. The contractor's "responsible person as defined in 29 CFF, Part 1926" should evaluate the soil exposed in excavations a part of the contractor's safety procedures. 3. Subgrade Preparation Structural fill should be placed in over-excavated soft zones of the foundation. The native onsite sandy soils will readily compact to 95 percent of maximum dry density. If the work is performed during the wet season, minimal moisture control is necessary. The exposed foundation subgrade is not overly sensitive to wet conditions. a exposed surface should be scarified,reGompacted,and new fill added in 5 tat inch"horizontal lifts. June 23,2000(AEC#9953) 9 9953-Geotcch.report.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT 4. Engineered Fill Layer Ajl<Nmw inisf be placed in 6-8 inch lifts aiid compae#ed to 95 percent of maximum dry t3he fill should extend slightly beyond the western edge of the fill slope with the slope trimmed back to final configuration so the slope face is fully compacted. This work is recommended to minimize possible differential settlement along the edge of the fill slope. The exposed surfaces should then be prepared in accordance with Section III.B.3, Subgrade Preparation. Imported fill should be compacted in accordance with Section III.B.6, Compaction. Nbie n I yspretdfoo t s mff_"�Vw1 i on! p red> ill surface aid_aY ti inum embedrnertt below`nfinal; Tithed grade, 5. Fill Material Based on our surface observations, the site has sufficient relief to require benching of the native slopes as the fill is raised. Following stripping of the topsoil all additional native soils ma be incorporated into the fill. Any excavated soils that do not meet the requirements of structural fill should not be used or mixed with any fill material, and should be disposed of offsite. Acceptable fill shall consist of granular soils that are placed in accordance with the requirements provided in Sections III.B-3,4,5, and 6. All fill placed at the site including onsite soil should not contain rocks or lumps larger than 6 inches in greatest dimension with not more than 15 percent larger than 2.5 inches. In addition, imported fill should be predominantly granular with a plasticity index (PI)of 12 or less. .Imported structural fill from the Thellor and Corbit borrow.areas have been tested using:MoMe* t�Compaction tests(Appendix B)to determine the required compaction efficiency,to attain the regal t percent of maximum dry,density. All fill material should be placed at, or slightly above the optimum moisture content and compacted to 95 percent of the maximum dry density. The test results in Appendix A indicate relative insensitivity of the soil to moisture content. This characteristic will make fill operations very efficient. Any other fill from other borrow pits should be tested to verify comparable high quality. 6. Compaction l structural fill_and slope bdMill should be compacted to:at least 90 percent relative compaction as determined by ASTM Designation D1557-78. Fill material should be spread and compacted in lifts not exceeding 6-8 inches in uncompacted thickness. Soils not passing the minimum standards identified in June 23,2000(AEC#9953) 10 99S3Geotechrep0rt.w'pd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT 1'` these recommendations will be rejected, re-excavated, and replaced. �t�paction ies#ing ai' he�11;shots d e'er e i every =fbot Lift sts hotild be every 50 feet across ft�1. 7. Trench Backfill Utility trenches can be backfilled with the imported structural fill and placed in lifts of approximately 6 inches in uncompacted thickness. Thicker lifts can be used provided the method of compaction is approved by a representative from American Engineering Corporation and the required minimum degree of compaction is achieved. The backfill material should be compacted by mechanical means to a minimum degree of i compaction of 90 percent. Imported sand can be used for backfilling trenches provided it is compacted to at least 95 percent and sufficient water is added during the trench backfilling operations to prevent the soil from bulking during compaction. The upper 3 feet of trench backfills under slab and pavement areas should be compacted to at least 95 percent relative compaction for onsite soils and where imported sand backfill is used. 8. Drainage Onsite soils have been classified using the Unified Soils Classification System(USCS). Surficial soils are locally organic-rich to a depth of one foot. The sandy soils are well drained but subdrains will be required under the structural fill within the keyway and at any location where seepage is evident. Drainage details are provided in Figure 4, subgrade drains on slopes. Slopes higher than 20 feet should be benched to capture slope runoff and raveling sandy soil. It is essential that these slopes are not exposed to surface runoff as erosion will be severe. Footing drains may be required around all structures by Mason County. However, it is our opinion that footing drains are not required in the structural fill is subdrainage is installed under the fill. Surface runoff will be controlled by downspout collectors, catch basins and grading control around the buildings. A footing drain detail is provided in the event that Mason County will not waive this requirement (Figure 6, Typical Footing Drain). The design of the permanent drainage system shall be provided by others. Water should not be allowed to pond on the structural fill where foundations, slabs, or pavements are to be constructed. The site should be constructed to slope to drain. Collected runoff may then be infiltrated in detention pond area. June 23,2000(AEC #9953) 11 9953-Geotech.report.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT 8.1 Construction Drainage The structural fill should be sloped gently to drain to the slope. Construction of a silt fence at the toe of the slope will capture most runoff that does not infiltrate. We recommend a collector ditch along the toe to direct the potential runoff to the detention facilities. The site and site soils are well-drained and if construction is performed during the summer season practically no runoff is expected. We recommend that the surface drainage system be installed during the fill process. 8.2 Drainage Measures Long-term drainage measures shall include(1) grading, and underslab moisture barriers (Figure 6, Typical Slab-on-Grade). Design of a storm water detention system is not part of this study. The above components are discussed below. 8.2.1 Grading Positive surface gradients should be provided adjacent to each building to direct surface water away from foundations and slabs toward suitable discharge facilities. We recommend that the ground be sloped at a minimum of 3 percent gradient for a distance at least 10 feet away from the structure. Ponding l not a allowed adjacent to an structures or pavement. Roof downspouts must be of surface water should o b � y p P connected to a suitable discharge facilities. Do not connect roof downspouts to the perimeter footing drain discharge line. 8.2.2. Perimeter Footing Drains We are not recommending the installation of footing drains in the structural fill because subdrainage must be installed under the structural fill. If Mason County requires footing drains, these drains should consist of a 4-inch minimum diameter, perforated or slotted, rigid, PVC, drain pipe laid with the perforations or slot facing down at, or just below, the invert of the footing with a gradient sufficient to initiate flow. Clean outs should be installed at intervals for the maintenance of the drains over the long term. The drain line should be bedded on, surrounded by, and covered with a free-draining material that meets the requirements of Washington State Department of Transportation (WSDOT) Standard Specification, Section 9-03.12(2). See Table 2. A typical drain detail is provided on Figure 3. ICI June 23,2000(AEC#9953) 12 9953-Geotech.reportwpd GEOLOGY&GEOTECHNI CAL ENGINEERING INVESTIGATION - • JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT li Table 2. WSDOT Standard Specifications,Section 9-03.12(2) U.S. Sieve Size Percent Passim* 4" square 100 '/4" square 25 —70 NQ 200 5.0 max. * All percentageso&e'by weight. Once drains are installed the excavation can be backfilled with a granular fill material with the exception of the upper six inches. The surface six inches of fill should consist of compacted and relatively impermeable soil. It can be separated from the underlying, more granular, drainage material by a layer of geofabric or visqueen. The surface should be sloped to drain away from the building wall. Alternatively, the surface can be sealed with asphalt or concrete paving. All footing drain lines should be connected to a positive discharge, i.e. storm drain. 8.2.3. Under-Slab Moisture Barriers Under-slab moisture barriers will be necessary on this site to minimize wet slab conditions. We recommend that the slab areas be graded, compacted, and covered with crushed rock to form a capillary break and then a moisture barrier of at least 10 mil visqueen and about 2 inches of moist sand to ease the installation of the concrete slab (Figure 6). 9. Construction During Wet Weather Conditions If construction proceeds during or shortly after wet-weather conditions, the granular structural fill planned for use will drain readily. Consequently, subgrade preparation, placement and/or reworking of soils should not cause difficulties. The surface of the site should be sloped and well compacted to minimize ponding and rutting. Alternative wet-weather construction recommendations can be provided by American Engineering Corporation in the field just prior to construction, if appropriate. 10. Guide Specifications All earthwork should be performed in accordance with the Guide Specifications for Site Earthwork jpresented in Appendix B. These specifications are general in nature. Final specifications should incorporate all recommendations in this report. i I i I June 23,2000(AEC #9953) 13 9953-Geotechreportwpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT C. Foundation Support 1. Spread Footing Foundation areas should be prepared as described in Sections III.B-3 and II13-4 of this report. Any conventional footings can be designed on the basis of the following criteria: • Allowable bearing pressure on the structural fill, including all dead and live loads . . 2,000 psf • A one-third increase in the bearing capacity can be used when considering short term transient loads. • Minimum depth of perimeter footing below adjacent final exterior grade to account for frost penetration . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 18 inches Continuous footing should be designed with adequate top and bottom reinforcing to provide structural continuity and permit spanning of local irregularities. We recommend that the footings be a minimum width of 18 inches. Footings located adjacent to other footings or utility trenches should bear below an imaginary 1.5:1 (horizontal to vertical) plane projected upward from the bottom edge of the adjacent footings or utility trenches. 2. Slab--on—Grade Slab-on-grade floors can be used with conventional shallow foundations provided that interior slab foundation zone is placed on structural fill or crushed rock (Figure 6). Slab-on-grade subgrade surfaces should be proof-rolled to provide a smooth unyielding surface for slab support. Slab reinforcing should be provided in accordance with the anticipated use anc0oading conditions. If the slab is supported on the engineered fill or soft native soils, slab damage in the form of warping, cracking, and separation caused by differential settlement may occur. The slab will then require periodic maintenance. If this situation is acceptable from an economic standpoint, then this option for slab support can be used. We recommend that the slab be reinforced with 94 rebars, 18 inches on center. However, the slab should be designed by a structural engineer for the anticipated use and loading. June 23,2000(AEC#9953) 14 9953-Geotech.report.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND I AUNDROMAT 3. Settlement We recommend that the foundation be placed on a minimum thickness of 3.5 feet of structural fill. The field investigation encountered dense to very dense sandy soils throughout the project area. This soil is not conductive to settlement. Structural fill placed on this native soil at the requires compaction effort will provide minimum settlement. We anticipate less than two inches of total settlement and less than '/2 of an inc across the width of an of the proposed structures. 4. Resistance of Lateral Loads Lateral load resistance on any retaining walls can be developed friction between the foundation bottom and the supportive subgrade. The subgrade will be dense to very dense sand. A friction coefficient of 0.2 is considered applicable for the underlying soils. As an altemative, a passive resistance and active fluid pressure should be as follows: • Passive pressure, Equivalent Fluid Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 400 pcf • Active pressure, Equivalent Fluid Pressure . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 30 pcf If the foundation footings are poured neat against the soil,the friction and passive resistance can be used in combination. We assume that the top of any retaining wall will have a flat surface. An equivalent soil surcharge of two feet is recommended. S. Retaining Wall the only retaining walls identified on the site are expected to be located adjacent to the water treatment facilities. A 4 to 8 foot retaining wall may be necessary along the east side of the parking lot to maintain design grade. The above parameters are valid for the structural fill and very dense, medium grain sized sand on the site. An ecology block retaining structure is being considered along the toe of the west facing slope. This wall is planned to hold the lower three feet of the 2:1 (H:V)slope. A two tier interlocked Ecology block wall embedded one foot into the subgrade will resist both overturning and sliding forces active at the toe of this slope. June 23,2000(AEC#9953) 15 9953-Geotech.repoawpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT 6. Pavement Section: The Johnson Car Wash site has a base soil of very dense medium grained sand or will have over five feet of structural fill within the parking and driveway area. This subgrade is expected to be compacted to 95 percent of maximum dry density. At this level, the overlain paving section will be capable of carrying heavy wheel loads. Maximum wheel loads of 20 kips are anticipated. Traffic within the development is considered light. We anticipate a subgrade modulus of K=200 to 325. The load, modulus, and subgrade combinations yield a combined thickness for the base course and pavement section of 7 to 9 inches. This total section should be distributed in 4 inches of gravel base course and 3 inches of Class B asphaltic concrete. The heavily traveled lanes should have 4 inches of asphalt. It is essential that all utility lines and storm drains are properly backfilled with compaction to 95 percent of maximum dry density. This level of effort can be attained using the materials observed on site. IV. Construction Observation The proposed carwash site is to be located on a competent high bearing capacity foundation area. This site while showing some relief will be leveled using about 25,000 cubic yards of granular fill. This fill, when well compacted, shall provide a very sound foundation for the planned structures. The analysis,designs,opinions, and recommendations submitted in this report are based upon our site observations, knowledge of the site and experience with projects within the area. Variations of subsurface conditions from those analyzed or characterized in the report are possible and may become evident during construction. In that event, it may be advisable to reevaluate certain analyses or assumptions. We recommend that our firm be retained to provide geotechnical services during site grading, foundation excavation, subgrade preparation and backfilling to observe compliance with the design concepts, specifications, and recommendations presented in this report. Our presence will also allow us to modify the design if unanticipated subsurface conditions are encountered. I� June 23,2000(AEC#9953) 16 9953-Gwtech.Repomwpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT V. Report Preparation P P This was re J.report prepared by R Bielefeld, Engineering Geologist. This report was prepared P P P under the supervision of a registered professional engineer of the State of Washin 4 GUNDF �F wish i r' i Richa J. B' efeld, CEG Einar ka, 3 Engi ering deologist Principal _p o SSA Al- Date: 9 - z 7-o o Date: ^ EXPIRES — -� June 23,2000(AEC#9953) 17 9953-Geotech Reporcwpd Johnson Car Wash Belfair, Washington Geology and Geotechnical Engineering Investigation Report FIGURES SECTION AEC Job #9953 t�n;� •• r �,� 1 i +� /, Y 3 rarer �' Loki II fit .JIh 4[ (prh 1/r IAl Z 1/otrail[�;'l�•"` ' 1 I sat,: 3 �� % ! t { state Park S" �L I ' I ..o..a i. i i i ��-Tom♦{./��-� - - 1 - ! ♦ i� � C. NvPWRCE � -- F«eA 1 Pickett �3-obw Ldk� 7 y_ J02 Li 302 — , it ♦ ae aj - R..h,'SaYtMM 1 6 93 R T." w 1. , ,C $tremh fo6l v► t aeee/ lakr i � / - _ _ —_�— — $lilt i --•• __.I ... .. • �q \ - ^`�j - s� , 1 `SrrercR.l From: Washington Atlas and Gazetter DeLorme, 1995 American Engineering VICINITY MAP Corporation JOHNSON CAR WASH Figure 4032 148`"Avenue NE • Redmond e WA 98052 Project N° Date Fi g Tel.(425)881-7430• Fax.(425)881-7731 �J°- Email:eg-aec@msn.com 9953 June 12, 2000 NORTH SOUTH 160 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . : : : . . : : : . : . . . . . . . . : : . : . . . . . . . . . . : . . . . . . . . . . . . : : . . . . : : : . : . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . : . . 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U U Figure 3 70 . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . _ ab SCALE: H. 1"= 10' 9953 V. 1"= 20' 1 v 2 EXISTING GROUND SURFACE _SCHEMATIC ONLY NOT TO SCALE PROPOSED FINISHED GRADE PROPOSED FILL REMOVE EXISTING OVERBURDEN SOILS AND INCORPORATE \� INTO FILL \� \ COMPACTED ENGINEERED 2'-3' TYPICAL FILL MATERIALS BENCH PERMEABLE MATERIAL 4" PERFORATED BEDROCK MATERIAL PIPE (SEE NOTE 3) PERMEABLE MATERIAL NOTES: 1. PERMEABLE MATERIAL TO BE CLASS 2 2. FOR DETAILED RECOMMENDATIONS, SEE 6" PERFORATED (SECTION 68-1.025) TEXT OF REPORT. PIPE STANDARD SPECIFICATIONS WITHIN THE FOLLOWING GRADATION LIMITS: 3. SUBSURFACE DRAINS SHOULD BE PROVIDED FOR EVERY 25 FEET OF 3' MIN. INTO BEDROCK MATERIALS. SIEVE SIZE PERCENT PASSING VERTICAL ELEVATION CHANGE. EXTEND KEY BELOW THE HIGHLY 3/4" 100 0 100 COLLECTOR PIPES SHOULD DRAIN TO EXPANSIVE SOILS (EXPECT KEY DEPTHS APPROXIMATE DISCHARGE FACILITY ON THE ORDER OF 5 TO 7 FEET). 3/8" 40-100 #4 25-40 #8 18-33 REQUIREMENTS FOR PLACING SUBGRADE #30 5-15 American Engineers . Planners . surveyors DRAINS & STRUCTURAL FILL ON SLOPES #c�� n-7 E ngineering 4032 14akh Aw. NE. C orporation R"h"—W. WA 911U52 #200 0-3 JOHNSON CAR WASH PHONE (425)681-7430 Fox(425) sD1-7731 M= PROJECT NUMBER DATE r1GURE 9953 June 12, 2000 4 8" i J-6CLT ANCHOR TYPICAL FOOTING DRAIN LONGITUDINAL REBAR A .a• \ Q< ° ° 60 . . . 1 4° PERFORATED PVC DRAIN PIPE 16" MIN. NOTE: SOIL BELOW FOOTING TO BE COMPACTED TO 95% MAXIMUM DRY DENSITY OR 6" OF CRUSHED ROCK. NOT TO SCALE American Ensinews . Pkwww, . Surve" TYPICAL FOOTING DETAIL Engineering 4= 146M A`a ME Corporation llw o WA JOHNSON CAR WASH MW(425) eet—lax Fmc(40)eel-77M 7flaEcr MU4m DATE FWRE 9953 June 12, 2000 5 i SLAE--'N-GRADE `a 2" MCIST SAND APPROXIMA EL FINISHED IT/ GRADE 6' COURSE GRAVE_ BASE a I 2" SOIL LAYER i� 'CIS:UEEN MEME:.ANE �� I c 777-7 NATIVE K"IL, ,FOOTING UNDIS7 ED NOTE: THE SOIL SHOULD BE COMPACTED TO A RELATIVE COMPACTION OF 45 PERCENT' NOT TO SCALE TYPICAL SLAB-ON-GRADE PLAN American E„ginoo: suivoymR Engineering 4032 148th AR nE C orporation R""ad "1°9°°u JOHNSON CAR WASH -140K(423) SM-7430 fm(4=)Set-7n1 —r a4a.E-r:Ml1�BER oAIE flcva£ 9953 June.12, 2000 6 Johnson Car Wash Belfair, Washington Geology & Geotechnical Engineering Investigation Report APPENDIX A Test Pit Logs and Laboratory Tests AEC Job #9953 UNIFIED SOU, CLASSIFICATION SYSTEM Major Divisions I grfIltr IDescription Major Divisions 1grf Itr IDescription Etrl �W�Well-waded gravel or gravel-sand I !-organic silt and very fine sand, miuums,little or no fines MLI rock[lour,silty or clayey fine sand Silts or clayey silt with slight plasticity Gravel Poody-graded gravel or gravel And Inorganic clay of low to medium And JG,I aand Mixtures,little or no fines Clays CL plasticity,gravelly clay,sandy clay, silty clay,lean clay Gravely t GM Silty gravel,gravel-sand-silt LL < 50 Organic silt and organic sift-clay of Soils Imixmrcs Fine OL low plasticity y i Grained �GCIClayey grave:,gravel-sand. Soils IIlnorganic silt,micaceous or Coarse atr mixtures olis MHj diatomaceous fine or silty soil, Grained Silt II elastic silt Soils ]SWIW-il-graded sand or gravelly sand. And I Inorganic clay of high plasticity, little or no tines Clays CH fat clay Sand LL > 50 Sp -graded sand or gravelly OHI Organic clay of medium to high And I Poorlysand,little or no fines I plasticity Sandy _ Soils SMISilty sands.sand-silt mixtures �• Highly Organic Pt Peat and other highly organic �{SC Clayey sand.sand-clay mixtures Soils soils SYMBOLS Standard penetration split-spoon sample a Blank casing ® E Modified California(Porter)sample Screened casing Grab(Cuttings)sample Cement grout Water level observed in boring ® Bentonite 77 Stable water level in monitoring well a Filter pack Santis and Gravels I Blows per Foot Silts and Clays I Blows per Foot Very Loose I 0-4 Very Soft I 0-2 I- Loose 4- 10 Soft 2-4 IMedium Dense 10-30 Firm 4-8 Stiff I 8- 16 Dense 30-50 Very Stiff ( 16-32 Very Dense I Over 50 Hard I Over 32 Note(1): Penetration resistance values are recorded as the number of blows of a 140-pound hammer falling 30-inche3 required to drive a sampler through the last 12 inches of an 18-inch drive. Blow count for samples obtained using a Modified California sampler(indicated by an asterisk)should be multiplied by a factor of 0.8 to obtain equivalent standard-penetration resistance values. Note(2): The lines separating strata on the logs represent approximate boundaries only. No warranty is provided as to the continuity of soil strata between borings. Logs represent the soil section observed at the boring location on the date of drilling only. American Engineering Corp. TEST PIT LEGEND JOHNSON CAR WASH 4032 148tl1 Avenue NE• Redmond •WA 98052 Tel. (425)881-7430 • Fax.(425)881-7731 PROJECT NO. DATE FIGURE �A- 1 I 9953 June 12, 2000 1 No Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS (inches SOIL TYPE CONSISTENCY NO. 0.0-6.0: Topsoil; organic with gravelly Cl Soft clay, wet, dark brown ............ ....6..... 6.0-24.0: Sand, clayey gravelly; moist ............ to wet; moderate reddish brown, 20°k Sc-Sp Dense medium gravel ....42.... ....48.... ............. ....24.... 24.0-54.0: Sand, gravelly; medium- TP-1-1 grained sand, moist, moderate to light ............ reddish brown -•••30•••• Sc Very dense ............ ....42.... ....48.... ....54.... Bottom of test pit=54" 100' from Hwy 3; 200'from north Backfilled property line ....60.... ............ 66.. ............ ....72.... ....78.... ............ ....84--- ....90-... ............ ....96.... ...402... ............ American Engineering TEST PIT LOG Corporation 1AAL JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE• Redmond•WA 98052 NO. TP_1 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS (inch) SOIL TYPE CONSISTENCY NO. 0.0-6.0: Topsoil; organic, clay;wet, CI Soft dark brown 6..... 6.0-24.0: Sandy gravel; less than 15% clay; moist, moderate reddish brown, ............ roots •...42---- Sp-Gp Very dense ........ - TP-2-1 ....48.... ............ ....24.... 24.0-48.0: Sand; gravelly to 20-30%, light yellow brown, moist .......... ....30.... Sp Very dense ....36.... ....42.... ............ Bottom of test pit=48" Backfilled ............ ....60.... ....66.... ....72.... ...•78.... ....84.... ...•90.... ....96.... ...402... American Engineering TEST PIT LOG Corporation 1f� JOHNSON CAR WASH/RESTAURANT �— PROJECT NO. GATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-2 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS (inches SOIL TYPE CONSISTENCY NO. 0.0- 6.0:Topsoil; sand, gravelly; dark Sc Loose brown, wet, roots w/other organics """""" ....6..... 6.0-18.0: Gravel, sandy; reddish brown, moist to wet, 20%or less clay, roots ............ Gc Very dense ....42---- ....48---- 18.0-60.0: Sand, gravelly; fine gravel, Test pit location in bottom of Swale yellow brown to olive brown, moist, """" leading from Hwy 3. some roots to 30". ....24.... ....30.... ............ Sp Some boulders No sample ....42---- ............ ....48.... ............ ....54.... ............ ....60---- Bottom of test pit=60" ............ Backfilled ....66.... ............ ....72.... ............ ....78.... ....84.... ....90.... ....96.... •••102.... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-3 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 i Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS C EEPhTTH SOIL TYPE CONSISTENCY NO. 0.0-12.0: Topsoil; clay with trace of gravel, dark brown, organics ... Cl Stiff ....6..... ....42.... 12.0-36.0: Clay, gravelly and sandy; wet, reddish brown, roots to 36", ............ cobbles and boulders -•--48.... Cl—Sc Very stiff ....30.... ....36.... 36.0-60.0: Sand, gravelly; moist, olive brown, scattered boulders, but medium ... gravel to 30% ....42... - ............ Sc-Sp Clayey sand w/pea gravel; hardpan Sand became loose under hardpan but - - - - - - - - - - - - still very dense ....54.... ....60.... Bottom of test pit=60" Backfilled ....66.... ....72.... ....78.... ....84.... ....90.... ....96.... ...402... American Engineering TEST PIT LOG Corporation `AhL - JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-4 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS Cnch-) SOIL TYPE CONSISTENCY NO. 0.0-6.0: Topsoil; clay w/organics; dark CI Soft brown, wet .....6..... 6.0-27.0: Clay, sandy w/gravel; light reddish brown, moist to wet, roots ............ ....42.... Cl-Sc Stiff to ......."". very stiff ....48.... ....24.... 27.0-60.0: Gravel, sandy; very coarse at top with large boulders, becomes fine ••••30.... gravel at bottom, light reddish brown, ......•..... moist Angular Andesite rock with some 36 well-rounded granitic stones Hardpan at 27". Sp ....42.... 54.... ....60.... TP-5-1 Bottom of test pit=60" Backfilled .._.66.... ....72.... ....78.... 84-... ...90.... ....96.... ...t02•-- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032148th Avenue NE• Redmond•WA 98052 NO. TP-5 Tel.(425)881-7430• Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 1.0-12.0: Topsoil, clay; roots, dark gown, moist Cl—OH Soft 6..... 12.0-18.0: Sand, gravelly; moist, light Sp Very dense reddish brown, medium gravel 18.0-60.0: Sand, gravelly; olive brown, Much less clay than TP-5 located moist, some cobbles ............ upslope. ....24.... ....30.... Sp—Sc Very dense ....36.... No evidence of hardpan. ....42.... ....48.... ....54.... ....60.... 3ottom of test pit=60" Backfilled ....72.... ••-•:78.... ....84.... ....90.... ....96.... ...102... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-6 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION d REMARKS DEPTH SOIL TYPE CONSISTENCY NO' J.0-12.0: Clay, topsoil; Organics, dark gown, moist Cl Soft .....6..... ...42.... 12.0-36.0: Sand; trace of clay, moderate reddish brown, roots, slightly ............ moist ••••48---- TP-7-1 Sc—Sp Very dense ....30.... 36.0-48.0: Sand, gravelly; fine gravel, olive brown, moist Sp Very dense -•.42..... ....48.... Bottom of test pit =48" Backfilled ....60.... ....66.... ...72-... ••••78.... ....84.... ...9o.... ....96.... ...402... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-7 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 0.0-84.0: Sand, gravelly; gray brown, Within floor of GP moist, fine to medium gravel 6...... ....42.... Sp-Gp Very dense No trace of groundwater seepage ....48.... ....24-•- ....30.... Uniform soil to bottom of test pit ....48.... ............ ....54.... ....60.... Trace of horizontal layering on thin discontinuous hardpan at 60" ....72.... ....78.... ...84.... Bottom of test pit=84" Backfilled ....96---- ..h 02... American Engineering TEST PIT LOG Corporation 1� JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-8 Tel.(425)881-74W•Fax.(425)881-T731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 8 REMARKS DEPTH(inches) SOIL TYPE CONSISTENCY NO. ).0-36.0: Sand, gravelly; moist, light Excavated at bottom of borrow pit eddish brown, fine gravel "" .....6..... Sp—Gp Very dense ....48.... ...24.... ....30.... ...36.... 36.0-84.0: Sand, gravelly; moist, olive Color change only brown to gray brown, fine to medium .""".....""" Difference in layers gravel ....42.... Sp—Gp Very dense ....54.... ....60.... ....66..... No evidence of groundwater ....72.... ....78.... Total depth of test pit=84" ............ Backfilled ....90.... ....96.... ............ --402... American Engineering TEST PIT LOG Corporation �b JOHNSON CAR WASH/RESTAURANT T PIT 4032 148th Avenue NE• Redmond•WA 98052 N PROJECT NO. DATE TES O. TP-9 Tel.(425)881-7430• Fax.(425)881-7731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 0.0-18.0: Sand, gravelly; moist, reddish Excavated in borrow pit floor 60'from brown, fine gravel, trace of clay Sc—Sp Very dense edge of pit. 6..... ....42.... ....48.... 18.0-90.0: Sand, gravelly; trace of cobbles, moist, gray brown ....24.... ....30.... I1I............ 1....36.... ............ �....42.... Sc—Sp Very dense 48.... ............ Uniform sand for full depth of test pit �---- 54..... �....60.... ............ 66---- No trace of groundwater i....72.... i ....78.... ....84.... TP-10-1 ....90.... Bottom of test pit=90" Backfilled .-•402•- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT Sib0 - PROJECT NO. DATE TEST PIT 403214&h Avenue NE•Redmond•WA 98052 NO. TP-1 0 Tel.(425)881-74M•Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 0.0-24.0: Topsoil; roots, abundant, South drainfield under cedar tree some sandy soil, dry, moderate yellow southwest corner next to entrance to brown ......6..... Safeway drainfield. ............ ....42.... Cl Loose ............ soft ....48.... ............ ....24.... 24.0-54.0: Sand; trace of gravel, olive brown to light reddish brown, moist, ............ stringers of fine gravel ....30.... --..36.... Sp Very dense ....42.... ....48.... ............ ....54.... Bottom of test pit = 54" Backfilied ....66.... ....72.... ....78.... ...84.... ....90.... ....96.... ...402--- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE• Redmond WA 98052 NO. TP-11 Tel.(425)881-74M• Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 6 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. (inch") ).0-12.0: Sandy clay; roots; moist, reddish brown Cl Soft ....42.... 12.0-24.0: Sand, gravelly; reddish brown, moist, fine gravel to 40% Sp Very dense TP-12-1 ..--48-... 24.0-60.0: Sand, gravelly; moist, olive Color change only and horizon brown, fine gravel ............ transitional ....30.... ....36.... Sp Very dense ....42-... ...48.... ....64.... ............. Bottom of test pit=60" ............ I Backfilled ....72.... ....78.... ...84.... ....90---- ....402.... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE a Redmond WA 98052 NO. TP-1 2 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH SAMPLE SOIL TYPE CONSISTENCY NO. 0.0-12.0: Organics, trace of clay, black, roots, moist CI—OH Soft 6..... ....42.... 12.0-21.0: Sand, gravelly; moist, reddish brown ........... Sp Dense ....48.... 21.0-39.0: Sand, gravelly; olive brown, moist, 20%fine gravel .... • 24•... Sp Very dense No trace of groundwater ....36•--- Bottom of test pit=39" Backfilled ....48.... ....54.... ....60.... ....66.... ....72.... ....78.... ....84.... ....90.... ...96.... ---102•-- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-1 3 Tel.(425)881-7430• Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26,2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH) SOIL TYPE CONSISTENCY NO. 0.0-12.0: Clay; organics, roots, dark brown,wet Cl Soft to stiff 6..... ....42.... 12.0-30.0: Gravelly sand; reddish brown, moist, roots to about 20 inches, - •• Sc Very dense TP-14-1 20%gravel ••••48..... ....24.... ....30.... 30.0-72.0: Sandy gravel; Olive brown, moist, appears wetter than other test ............. pits at some layer. Trace to 20%gravel Sc—Sp Very dense TP-14-2 ...48.... ....60.... ....66.... ....72.... Bottom of test pit=72" Backfilled ....78.... ....84.... ....90.... ....96.... ..402.... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-1 4 Tel.(425)881-7430 9 Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. Inches) ).0-6.0: Topsoil; Clay w/organics; Cl-OH Soft Cleared area .noist, brownish black; moist ............ .....6..... 6.0-18.0: Sand, silty w/gravel; light reddish brown, moist, trace of gravel ... Sm-Sp Very dense .42. ....48.... 18.0-72.0: Sand, gravelly; less than 20% medium to fine gravel, mottled ............ reddish brown on olive brown, moist ....24.... Sp Very dense ....30.... Despite oxidized mottled effect, no 36 trace of evidence that groundwater was ............ this high in section. ....42.... ....48.... ....54.... ....60.... No trace of groundwater. ....66.... Bottom of test pit=72" Backfilled ....78.... ....84.... ....9o-... ....96.... ..•102-• American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT 4032 148th Avenue NE• Redmond•WA 98052 PROJECT NO. DATE TEST PITNO. TP_1 5 Tel.(425)881-7430• Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH nct-) SOIL TYPE CONSISTENCY NO. 0.0-12.0: Topsoil; Organics; moist, brownish black OH Soft ....6..... ....42.... 12.0-39.0: Sand, silty; light reddish brown, moist, no gravel, roots to 30". ............ ....48.... . Sm Dense to ...24---- very dense ....30.... ....36.... ........... 39.0-72.0: Sand, gravelly;trace of fine gravel, moist, olive brown 42 i TP-16-1 ....48.... ............ Sp i Very dense ......---•-- i No trace of groundwater ............ ....72.... j Bottom of test pit= 72" Backfilled I ....84.... ............ 90..... ............ ....402--- American Engineering TEST PIT LOG Corporation _ JOHNSON CAR WASH/RESTAURANT 9 110- PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP_1 6 Tel.(425)881-7430.Fax.(425)881-7731 9953 June 12,2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS (inches)DESCRIPTION 3 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 0.0-6.0: Topsoil; Sandy gravel w/ Gp Loose organics, black, moist ............ .....6..... 6.0-30.0: Sand, medium grain size, moist, light reddish brown ."".""" ....42.... Sp Dense ....24.... TP-17-1 30.0-72.0: Sand; olive brown, moist, Transitional contact trace of gravel ............ ....36.... ....42.... Sp Very dense ....54.... ....60.... ....66.... ....72.... Bottom of test pit=72" ............ Backfilled ....78.... ....84.... ....90.... ....96.... ....402.... American Engineering TEST PIT LOG Corporation -,AAL JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 14M Avenue NE•Redmond•WA 98052 TP-1 7 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12, 2000 NO. Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 8 REMARKS DEPTH(inches) SOIL TYPE CONSISTENCY NO. 0.0-12.0: Topsoil; Organics, roots, clayey, moist, brownish black OH Soft .....6..... ....42.... 12.0-48.0: Sand; gravel to about 30% medium to fine, moist, reddish brown ............ ...48.... ........... Sp Very dense ....30.... Roots to 48", deepest yet. ....36.... ............ ....42.... ....48.... 48.0-72.0: Sand, gravelly; Olive brown, moist, cobbles present ............ ....54.... Sp Very dense ............ ....66.... ............ ....72.... Bottom of test pit=72" ............ Backfilled --..fig.... ....84---- ....90---- ............ ....96.... ...402-- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 40321481h Avenue NE•Redmond WA 98052 NO. TP-18 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS finches SOIL TYPE CONSISTENCY NO. 0.0-12.0: Topsoil, duff, Trace of clay, Car wash location stall D(?) gravel, organics, black to brownish ........... black, moist .....6..... Sc Loose to dense ....42.... 12.0-54.0: Sand, gravelly; To sandy gravel, light reddish brown, 40-50% ............ gravel to cobble size, moist, roots to 4 ft ....48.... ....24.... Sp—Gp Very dense ............ ....30.... ............ Bearing capacity in excess of 3000 psf ..--36.... m=35' ...... c=0 y= 120 pcf ............ ....48.... ....54.... Bottom of test pit=54" Backfilled ....66.... ....72..... ....fig.... ....90.... ...h02--- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP_1 9 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS pr DEPTH SOIL TYPE CONSISTENCY NO. 0.0-66.0: Sandy gravel; Cobbles< 10% Fill placed on restaurant site greater clay, moist, dark yellowish brown, some """""' than 6 feet deep. boulders 6..... ....42.... Gp-Sp Very dense ..-24.... ....30.... ....36.... Very high bearing y= 120 pcf ....42.... 600 lb already on soils at 5 feet ....48.... ....54.... ....60.... Bottom of test pit=66" ............ Backfilled ....fig.... ....90.... ....96.... ...402•-- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond•WA 98052 NO. TP-20 Tel.(425)881-7430• Fax.(425)881-7731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld,CEG Depth to Groundwater. None Date Excavated:April 26, 2000 Weather. Clear, cool DESCRIPTION 8 CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS DEPTH(inches) SOIL TYPE CONSISTENCY NO. 0.0-12.0: Fill and topsoil; Clay with Laundromat location excavated in gravel, dark brown, moist, debris ClLoose present Swale to carry Hwy 3 runoff. 42.... 12.0-30.0: Sand; gravel, reddish brown, moist, roots ....48.... Sp Very dense ....24.... 30.0-42.0: Sand, gravelly; Olive brown, Bearing > 3000 psf moist, 20% fine gravel ""'-"" S y= 120 pcf •-••36... p-Gp Very dense = 35'-40' Bottom of test pit=42" ............ Backfilled ....48.... ....54.... ....60.... ....66.... ....72.... ....78.... ....84.... ....90.... -••402--- American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE a Redmond.WA 98052 NO TP-21 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12, 2000 Excavation Method: Case Backhoe Surface Elevation: — Logged By: R.J. Bielefeld, CEG Depth to Groundwater. None Date Excavated: April 26, 2000 Weather. Clear, cool DESCRIPTION&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION 3 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 0.0-6.0: Topsoil &fill; Clay, organics, Cl Soft roots, gravel, brownish black, moist 6..... 6.0-24.0: Sand, reddish brown; roots, abundant gravel and cobbles, moist ........ ... ....42.... Sp Very dense ....48.... --..24.... 24.0-48.0: Sand, gravelly; Cobbles, light yellow brown to olive brown, moist ............ ----36.... Sp Very dense Bearing capacity>3000 psf ....42.... Bottom of test pit=48" Backfilled ...54.... ....60.... ....66---- ....72.... ....78.... ....84---- ...90.... ....96.... ...402... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 14&h Avenue NE•Redmond•WA 98052 NO. TP-22 Tel.(425)881-7430•Fax.(425)881-7731 9953 June 12,2000 UNIFIED SOIL CLASSIFICATION INCLUDING IDENTIFICATION AND DESCRIPTION FIELD IDENTIFICATION PROCEDURES GROUP I.,S INFOFtMATInN REQUIRED FOR LABORATORY CLASSIFICATION 1[aclud,n TYPICAL NAMES g ror tic N\large•Inon)mL nrf.n0 w1,nq tioc tionf on etl,m•1.0 rd,pnttl SYMBOLS == DESCRIBING 801L8 CRITERIA wale range•n gro,e I'te ona t.bflwtial dow-Atl D wall proeel pro:tiff p•a.rl-tool mnfrr et, G.e Iypeel name,old'tat oppro.—I. C. pH- G-1.1 then a 6 8 0l oil mte.—a..,.1.r1K11 bait 6w � hills no hen w,u.,Iapn or,and and yowl,mar 1D I Y - E— � life.engwarrly,—1..co 40—, :g 4•�'� ea.•.n olx,ne 1 1: end hordnel.of IM cod,.proms; ow a F Y __ Plsaommenny one \,te or a rang•or nil. .A.' Poorly gr.eta grerut,growl-toil•murun., _ ♦,1.toms mI me d,.t.cites m,•\,np Ge hill d in I,n.l local or geologic roma and other •8 3- Not mst ti gn ny all d•t,on r.prU•r-•nil her S. • ��. 0•b—I dM<r,•11r.rnlormol,on, e --- ona,y,nbal.n►enntowsaf. Non ale alit lines If.,rdwd—1......cello, s,ny yore\,poorly eled.d g,erel-Iona- 5 '•,E+, ♦lle,alrp limits below 1•hn•, 1 s $ i • 6M Y A..rs-:I he..Ili Z �,n 1.1 Ml n110.1 fill m,rlrrlf d rl Nf{ Inen e A for.mm�de.it loll.add mfdmnlrnn �� rNn•,r.f Ln.f cad s•ntA,ntion ve<u..., 1 Co.,.,v,�ral,,Pw,ly pr eats g•.rM ten.- ' f,6 u erl.r a.rp h,.,�rf erg..•:hn. ••or„rev rla.1 ar•1 u _ • f i E 0 GC v1�nl�In or,nn,e•pr••M•nn�pnrl j� q), 1•r[I,ba ll.l I rlay mar ho.. '• - .,t.rl gr•.IIr Ilia„r \I,n bell �...,wm•nlatKn.manlrncenadwn. �I ..it dorrp.cha•all.•-11,<I _ o .`s - Plat fang•,w vw,n\,tn we..b1 mnl,ol wall gl.d•d 1.sdl,pnwey bona. bnN ar G• y�-Gwole.coon a 3 _ emo.n'.el ob,nl.,m.a,a••.,title a61 pr no low, C,• m...I! art..• d,.old 1 nil r A r n r n w WIN, o Y p c_ wedonwa r.n.aI.« .np.of a»\. n sr goo q g oe.a 10 a,g..e r t..ad,. ., o g. u s : _ fame,o'er m•awI•\an mnfmg no tin.f s_INY Band,g,ere nr,oeo.d cox ode, F = Not In.•t-np oil yoeaton r•pre•m•nq for sr ! e . oopule,9,-1 p.rlrt N,]-n mp.,m,hn u 0 A _ ----- - ------------ -- fife ,o.ndfa Ina lubahg,'or fond c L S a+ — 9 e 1wllplasti(tints 11.r,d.nl,l,<ol,on of—duel ` • All..berg has be10•,�NM Abo•a-:1'M.,Ih ° Y¢ _3 a ...NL brlo.l sM soy renal,wmq voodoo lane-bet m,a.m v'ams coon.lo tin•,oM.1 I)+.non- c $g� ��e Fp, 0 e ploalK tin•,.,Ili low ay dnngtn; Y - d n l..a Inan. rl bet.oan.one, .aI 1-0.1'.d anal meal,n pl«•. € t [r de)�,Frhna c•wt T� Plastic tin., N.r,d..Wic.l—rated•\ '.r anrr,a,.nd;food F # AN$b., limits bow•A•lint .,.be', a.•a dial S ° a [ .•e cl•al..l pc / Classy--%,Moll,graded woe-wr m,.I—to s d p .ymbon n _ e .Ak rl p.ol•r Inen r is IDENTIFICATION PROCEDURES ON FRACTION SMALLER THAN Ne.•O SIEVE SIZE fi My .lift aTw Dole,.. I...M.[&I ^ - ICRVSN ING IRC aC I,Oof IC ONSISIENC, _ • S CNAAACIERrSFICS) 10 SNAsINGI NLN1AaSIlCLIYIr1 — ldp.I .If,.w...y I„.fanaf,na floor,1.nr cars lyncal n.m..,rd—la 0.2—and No..to U,pnl OrKA b Uo. went ML U. lint Lena\.dn flight b\hul . r•r ,v e r Lh.retle, of pla\ti<,ly,...will wd - E R d mo.,mwm am of Coen.Ila—.color f lndgor"cloy+of I. to..dill.rlo.tit,ly,yerellr .......e.l,o,.odd,l art,loc old _ _ - — -- ---- - - JE Medium to high Noss l. I.. M.d— Cl pMI. am.,ane or Mr tintnl sii Tiiu•iiiTiT iiuil l�wiLirT�t - I j p try, / pK n p•♦ I.0,a•..r•H Mr tlr.n _ <Ia Y\,\.My[IOy1,lolly<I0y1,Ifen LNyt -- d—,!Plrr•mid mariln,ane.rmbl — -- N,M•N IK�-1�sr.— -- — w slgnl is m.4rr, Ste. slight oL Mgonrf ,el,one ergeMt 1.11 cloy,el few -- .b,IccAY ter ows,lob•d m,I.od...1"motion Is strrcfr'•,ffr.ntic.tiae conalancr - - _- t rnenlun•e me wmnle.d flat.., _ Slight to madwm St..to non. slight ll mad,.. MH Inorgm,c caw,mica.low,or aatomacwuf 6ne mo,atun end reuag•conddion\. -- • _ ..._ .. o s.rdy or fifty soil. Mo.'1.11, r• _ - ' is s d € --- -- — • . CL _ — - -- - -- — Hoge Ie.dy.yh New. High tN Ino,ems'Lays.1 hills M.\ticd let costs clay., 'H,broem. I,nu : °� - �� --- — - — J 1-11 percenleli of Ion.fond. •e Ia � � . rf'rKe,root holes,him Ll so bolt al.d.rm/e high Nen.to rery Uo. Slight to m•Iium OM rj DrgGIK Clay\of m•C,um 10 high elasticity and dry,n pb<•,Iasi,Mll ,tA.Aw,An PLASTIC.T Yr C, aT,A• tf 1,r a l, •r r ,• ......... HIONLY ORGANIC SOILS Pace,',,d."ti ti•a by tab,,ado,.f0d,g1 feel end ►I Pao'and ether rgwl,erganrL soil fnarfnur bf r,b-1 tsaur• a Bound.rr tL,lrhLel,on,-sots po,..,.,ng Lr,onL L,n'a1 of two g—P,.,a d•ug,ol•d by Lomb lol,ons of qn,p s•mb.ls To,o.umpl.Gov cc.well graded gnwl fend m,.lr•r.,Ili cloy birds, ADO•TEO AT-Carr%or[Nm.us......f AD 01 A -fLLA-110 ,ANOA..Isat ■ All alto•\,et,M Ir\LAaof or•US ,l.ndare FI/'.Ill In1.11'1•IFII:ATIIIN I'loWi l'I'M RR VINY.I:RAINY.II!111I5 fill r11ACT11`Ns TI.•nr p7-r'-n.rr to l,r 1—fro—A on it, al n,In No. 101.1—.1-port cilia, appro Rlnu Lely 1/61, In. For f1elA is: I- tic el ten purpool, sr rite.lrlr. 1...L 1rl—ICA, elry,l•I rrmre by MM 11,e roarne IlArllelo.LhaL Intorf,re with the tent., OIIATANCI (lib-Lion 1.o sh.kln/) I4IY JTNLNIITH(f.rnnhlnt,rh.n-I 111t.lrl) TO(IWITIESS(CInelALrnry nn.r p1AwLlr 11,11.) A liar r ov1nR D•rl Idles l.rfnr Lh.n Nn,LTI nlcre sit,, prnpIr,,.pat After r „rI,,g boil trine I,1...steno Nn. IA,.l ere •lad, rn lA Afl.er r moil nr.InrLl r.ln, l.rrrr I.I,ao LI.,No. 1,11•Inn nl•r, •gcrlann of w11 Alaul en—half of aol•L Dull catch••ol,rne of.1•out a o-half c,uhle Icnl,. A.M nrshis •pc,trot wll la,Im-eel e,._y of potty,e,Id 1nR wetnr If Inch cube In alas, fa rolAnA Ie Ihn r n.1•lrnry of pull y, If ton try, ..far suet be.AAeA w•Mr 1/n nnnnry Lu.wkr thr nnll soft bet nM.,1.1 rky. .awry, Allow Inn pet to Ary noTl,lets by Donn, r Ano If aticlry, Un ogre talon nol,1A M lop-14 nut In a 1.hln 1.yar ant.11—d to nos.Ida plea.. Ili pal. on I.tlr nl,n porn of now I,dvl is nl,nk'• M„-I a,rll.nllY, -nir,I r'y tort, n,vl '.I�nr,I-^.1 It.elrrrylh Iy I-rr.klnR^nrd rv,lnl.,,rr 1�y nvAln,w'.Inn, Tls•n Ihr nlr•rIr•r, 1e rnll,•rl Inn\ 1•y Mnl I..whr+.lh.orf—or t silk lot,.IF,oron.ly,r 1-1. Low,III—hand n..rill Munn. A 1w,n 11.1 rn riot Ilnl•.1•,rlr--,to, ri nrtr— This sl rn.Y.l"la.w-nn I,rl.vr•nn tree pnIme In1„.th-ad aW--t nn_rlhllth Irrh In 41-1,r. wrh.Uir,.A 1. Lt—ilia srllon sla.f to. Anlwarsn-h of ol.—rug klor anrfnre of Lhr at of l.h-rlinrn,l.nr.r,l Anne lty of I.hr,o11n1Aa1 frnrll.n fill ArA AI.1 rernl)rA-I—L,41y, noisily IIlln wAnlrulAl.l nil Ili,•a,nl.tirrr r-Irnt le gradually wtirh rl,u,i"n Ina Ilrn ry r nut aLr,,,y and brr nwrn rinnny, vlr„ I.tip noted ln.•A In Ihr-„I1. Tin try nl.r_ITlh I�•rvrenre rl lets rr,hlrM brut thr gwrlm�n ntlff,na, rlruflly Inwra If.pl—Ll,lly,ant rrop-l-rhrn the f,wple Ire ngwrnvn Imlr-en n,- rinr,•rn, to' r,Lrr Ar.l rtnan nllAlrn.r In-rnAnlnR Plnnllruy. rlAenr uwu. IA r Arbd. r..tlr•Purfare, Lh,•pal sLI r(•no, end Heist, 1L - arks n n.l.lrn. fill."Arr,lLr.•r,cl.lr In rtd,rarvr1.1.1- For rl.y•or I.Iw eN g,oup, Aflnr nir 1.hr-11 rroell,)-, Ih,.plrrr.olnuln 1» lu,g.M tnrrl.twr Nw,allRht k—ling.,t.lon Tom r•pWity of algwara-ft or wattr during ahaklnr awl or u.nr,nw.p_ A L.rI,I,aI In„rC.vII,eel power n.ra.ay errs nurht Ary "'I'. fin nmtn cafe)nog,rrrrmla re. pow ar,e A„rinR nqu••al nR A•s1s4 In IArn ll fylnr,to, clnr.r. ter.f Ur r.l r,upl.h. :�t lly flnr aonle nM alll.n lute.local I.nr .awe To. teughrr Lh.I.IIrraA n r tlor pl—Llr limit and Low stlffnr Lim lost whm It focally rrea- flnet In a.all. ill lrht dry clrrnF.t1,, bill r.n I,r AI•Ll naul•IrM by the foal bina, Low ane potent 1.the eo:toldAl orbs fraetlen In tM eo11. Hahn...of tho thread teary fin,email•.M•Rlv, LM qulcke.t aM sn.L el llinrl reap t.fon rhrras. whin ponMnrfnl;Ll,e Ar1eA •p,e I M1. F1ns saM feel.Rrosty at Lhr pl aatic limit aM quirk I..F of eohcranc..f Ile lump b.lw rho plastic,It.I. IMS- •'yell,rl.y to n ale Lt.n. Tnurranfe ells., surh as. ly",.1 rock whereat•lYple•1 silt has tr.a smooLh feel of flour. r11.n•IUnr 11Lrr,nlr ,.lay or low plasticity,or alterlals-,I%a.kaolin-type clay,and flour, ,law.eeAarsl.ly quick reaction. orl.anle.lay,rhlch oe,ur below the A.trite, Ntrhly organ le clays lu Yw a vary wait and spongy feel at the plastic limit. U.S.Sly WE:VL`(G rI C(C:;ES US.SIEVE VLflr RM I 6 4 3 Z 1.5 1 1/4 I!_' 3 3 6 S LO l,16 ,Q 30 40 ;0 ro 1001 n:00 ._ I°°90 Itl IIIli1111 � i1IIIIIII IIIIII �tII IIIIIIIIII IIIIIIII I I III I III I I I I 11I I I!-J I I IIII11 :1 1 1 1 II11I I I I I IIIII I I I s° 1 1 1 III1111 1 1 t IIIII H I ' I 1 1 Ili l 1 1 II1 ! 111 1 1 11111 ! 11 1 1 III IIIII i- I � IIIIII' I 1 1= IIIIII °i I I II11lI ! 1 I I IIIII ! ! 11 I E_ j I I I IIIIIIi. I I r III II111 1 I {lIIIICI ( I !IIIIII ! I I III I I I ° III III111 ! I I Illllill 11 Il� llit I I Illlli ! I I IIIIIII I I i N III III�IIi l l f IIiIIN l � Iltlt ��► I I 11I�I ! ! ! I ! IIIIII I I i F ! ! I !i � 1I ! ! ► ►111li I ! IIIIIi7I I IIIdIii i I IIIIil I I.l I I IIHI R li I i �Il;i � ll I IIIIi � I ! f II � l � I ! I I iI1iI ! ' � ( ill ! ` - ! i I �n -v IC I III �I i I i ; !I i G.° ! i ! II i � ! . !1! ! ! � 1 I IIi . ! �� I I �Ii�il ' � I I illll ► � ; 1 ! ( I I i 11i ! I ! ' ` 1111ii1 ! _° iI i illi ►, ii ! il! ! ; ; iI III i] i Ilril i i !II ► ii I I I l i I I 111�� 1 � 1 � �� Illl i �. l I � III 11 � ! III�I ! � ► I IIIIII . � I 1° III III1111I ! ►LII ! ! I 1 ! Ilii11 ' I Illlli i t !IIIII i t ! IIi IIIIN i !IIIiI' i ! i IllliH 1 I li I IIIIII i i ° � ! I ! illilil !II ! ! II I ! Iliiili i I ill:! ! . ` i I IIIIII I i ! 100 10 1 GRAIN 5=ZI`-LIL^.=ZZ _C I `w i caarse ^re ' rse mediu-I i IncS�. R C��: cu Soeci�c :.r�IIIICIIOR ) C:assif. ca I WC;, ;Carr,i SSaIId ! gSut gCav a ! TP-1-1 I Gravelly Sand ! - 137.5 156.9 I 5.6 c � TP-2-1 I Sandy Gravel 52.7 1 41 . ! 5.5 American Engineering Corp. GYR-A-DAi10N CTJ-Rv J, D-4r JOHNSON CAR WASH/RESTAURANT 4032 148 Avenue NE • Redmond•WA 98052 Tel.(425)881-7430 • Fax.(425)881-7731 PQOIEC Y0. ! DA=. I FZGiT.2= 9953 June 12, 200 I N0 A-2 •••r...�c,c wr Z.4, 1 u.4. I"V r. I I I & I.t I,14 I!_VX 3 4 6 1") 1416,Q 30 ,b 10 -0 1001 in=00 I°° 90 I I I (I III I I I I I i ! IIIIIII I) l l l l ll I I Il 111 l l I I I (I) I I I I I III IIIIIII I I I IIIIIII. 1 111111111 IIIIIII ! 1 1 IIIIIII 1 1 III Illl! III I t IIIII ( I � I I I IIIII I I (IIIIIII I I !(III ! ! I I s° III Illllii ! ! III I II' N I IIIIIII I I IIIIiI I I I I HIM I I I I I I E_ III Illlil -i l l r Illlllil l I IIIII ! I I !IIIIIII I I Illlll i l T ! E '° III Illll ► i ! I IIII ! � l i Illlllil I Illllll I I !lllll ► l 1 ! K�° III Illll i I I Ili ! ! is I ! Illll � i I I IIIIIII I I I IIIII ! I F III IIIIII I i i iIII ! !lI ! (IIIII i I IIIIIII ! I { !IIIII l I i 1 I . III I I I I is ! I l l '!III ' I ! R j I I ► II III I IIIII ! ! �. I i I I j + I I i j i (III l ` Illil I II ! 1 ::1 1 1 II (I I ! i I !Till ! ! 11111 IGm I I ! Ill��i I I !IIIII I _° 1 ! � Illlli i- � � lljjiri I � llilli �l ! Ilriil � -i ! IIIII ! ! ! ! I I I IIIIIII ► ! !iIII I I I { i I ' I I IIIII l i l !Ill ) l i l IaIII IIIl111II `= ►II ! { ill { ! I111 II lIII ! I ►11111 � ! III Illl! I ! ! i l ilI ! IlI ! I Ililll ! ! I '• II ! I Mill ► a l l l IIIl1 Ili - !III ! II I I IIIII { { I I j ! i ' l ( IIIII ( ` i l 100 i0 1 0.! U.OI 0.00 coarse 5ne czarre 1 .rediuri I Zae I Soecsc_d=.a::c�tioa I C assircdca WC3 dC-V.Vei i 3Saac ! %sut scav I TP-5-1 Sandy Gravel 59.8 137.8 i 2.4 � I TP-7-1 1 Gravelly Sand ! - ! 33.0 158.7 ! 8.3 I ! - ► I I I GR.A.DA71ON CURVES, AS i lei D-47 American Engineering Corp. JOHNSON CAR WASH/RESTAURANT 4032 148'Avenue NE • Redmond•WA 98052 Tel.(425)881-7430 • Fax.(425)881-7731 9953 1June 12, 2000 i IYa A-3 6 4 :1 'Z 1.5 1 14 Ir-IfX 3 4 6 IM 1116'10 30 40 50 0 100 I.U] 100 90 so ?E CK 1114 1 1 Id I i i I I Mil i I 111d I I U IHill — w E 111111 i : I dill , I 11111 IL `° I I ! I I`I I I I I '= IIII !IIII . IIIIII !? I I I I `• ( I ' l l !I! I ! i ` i I i _° ► ! l IIiIIIiI� ! �: I ! ii �� i i ! Ililli �! l Irl , -t ! !Illl � I I Ill 1CO 10 I I 0.1 II ' 0.C1 0.a SAYD sM-_ CR C-- AZ ccarse mcclurri I-M C i I Scec=- = -,4-a:F.c=icn I C74=iF=,:iCa WC 7, 17,C--- %Cav TP-1 0-1 I Sand 114.9 1 71 .1 14.0 TP-1 2-1 Gravelly -Sand 43.5 52.1 4.4 GRADAMDN CURva, AS-Iyf American Engineering Corp. JOHNSON CAR WASH/RESTAURANT 4032 148'Avenue NE - Redmond-WA 98052 Tel.(425)881-7430 - Fax.(425)881-7731 FIGURE 9953 June 12, 2-000 us=V—Z CP=v>,(C rt c(CIM I vs.5xvE.NUMRM f :;'�:ZC M Co 6 j S 1.5 ('./S YX 7 ; 6 1(0 1416,a :0 :0 -0 too 144:0 ga 1 1 1 I I i ! 11 I I I ! ! I I I' I I I 111111 �1 I I I11111 I I I III IIII 1 1 III I I I I I I I I III I {!-! I I III 111 1 1 1111111 1 1 IIIII ! 1 1 l sO I I I IIIIII I I 11111 [11 1 1 lwwl I I III111l ! I I 11111 ! I I I III1-1 ! i ! I IIIIIII I I IIIII ! I I I I IIiI I I I I 11111I i 1 1 __ III I IlllH11I 1 11111111 I 111 ! I ► 1I I !IItIIII ( IIIII ± ! 1 1 ° III II! Ili 1 I r 1111 ! III 1 ! 11hI11 I ! Ili" II I I Ilih I I N�10 I I I Illil ': ! I ilill i ! j l IIti1 ! I I I ►11i ! ! ' ! I I I II�III l i �� Illlf iI ! I III ! ! 1 � 1 1 I Il�i ! i ! I ( !III ! l l ,., i l i IIII! 1 ' ! ! !Ilil : ! 1 111 ! lI ! I ►,1I ! I ! . ! 1 illl ! ! -° ! III II! jji !IIIII ! j 1 I1li I j IIIL ! ! _' ! i I ! fill . ;- ! �. illl ► '� ! I Ili ! i . I Ilril ; i I II! li . I I I Illili � I illll '= � I I !li ' ll ` 1 III ! � I , i 1 illll � i t i .aI ! 1 IIIIIII �� IIIIIIIII IIII11 °III Iliil ! I !IIII ' II ! a l l l III ! li ! j - ;IIII !: ! l i Illiil i I I II '� i i ! ;IIII ; i t 100 i0 1 0.! U.OI 0.a SceGWc ^�. =""•ica I C:iss:rc ca I WC:� � ��;;.;,rei �c$ac � 3.iut �C.av TP-14-1 _ ! Gravelly Sand ! 145.3 147.E j 7.1 c ; TP-14-2 I Sandy Gravel ! - ! 48.5 147.5 ! 4.0 American Engineering Corp. C AZAT=ON CTTPUrE, t i `f ��== JOHNSON CAR WASH/RESTAURANT 4032 14ir Avenue NE • Redmond•W- 0052 Tel.(425)881-7430• Fax.(425)881-7731 PQQIEC-Yo. ! DA;::. I FIC1 •9953 j June 12, 2000 140 A X U.S.=V—,CP--NLYG'N CICM I 17.5.ZMVE`ft uz= ( I;7rACa 6 { 2 S I.J I y4 IG'/II 3 3 6 S(0 1416'0 30 JQ (00. a0 `C0 ! ! I ' 1l i1 IZ 11- �II I I'I ►i l `i ' I " I I'I I I I 'I � ' `I I I'i l l l I i I I I I I I I i I - I I I I Illllill l � il'Illll I I iIIIIIii I ! IIIIfIII I I IIIIiIi l l Qo I I I II I'I I I I I I IIIII ,: � I I I I I �I I I I I Ii I I I I I IIIII ! ► 1 i III Illli i ! I IIII 111 I 1111] 1 :1 1 I IIII I I I III II I I E_ - III Ill�lli�ll r IIIII .: I I IIIII I I !IIIIiI I I IIIII ! I R '� I ! I Ilil11 ! i l IIIIiIII ! Ilf IIII IlllJll ! I I IIIIiiI l Q N I I I lii ! I I I I IIII ! I I IIIII I I IIIII ! ! I I Illlll F III II!ll l l l i �I I I ! i l i l III I I I I I IIH 11 1 1 !IIII I N,., I i I IIII ► ! I I E Illl '' I I I III ! I.I I � ilj�� ill i i !IIIII I R I I � ! !i!€! ! i ! "II ! ! i l l !! ! 1 ► I I III'' � I i � ;'!IiI , i l w • I I I Ills; ! i t iil l e i ! IIII ! I IIII I : ! I IIIII ! I i I I j Ili: ! j I ililjl ' lil ! ! I ! Illlil ! I jii ! I I i ! I I f I�� I I I ! " i I l l l I I I I I I I I ; . i II l��I i • ► I � I l I I I ' ! _„ IiI illjii i ! 'llll `' � I 4 IIIIII ' ► I IIrJ ! ; -I I IIIIII I I I ! ! I!I:� III � .. �! I II. i l II Ili ► 1 lI:I � I , l I IIIIII I I III (IIIII i ! '� (IIIII ! I I IIIII I I I II I I !IIII ! ! I ! �i I II idIIi I 1111 , � I I II ! 1 ► ! 1 I I il ' � � ' . I .IIIII I I alll Illlill IIIII ! li l Illllill I IIII ! I ! II !IIIII ' ! 1Q0 (0 1 0-1 0.:x Stec.rc:cr.�::c:ica I C:ssic�:ca I WC 7, ! Facrwm.i Ss=a I 3sut Scav TP-16-1 I Gravelly Sand - 127.1 I 62.8 I 10.1 TP-17-1 I Sand I - j 15.4 I 77.4 I 7.2 I i I I American Engineering Corp. C-PADAi=QN CURVES, AS 1 M JOHNSON CAR WASH/RESTAURANT 4032 148 Avenue NE • Redmond •WA 98052 Tel.(425)881-7430 •Fax(425)881-7731 PRQIEC'Yc. I DAiaa I �G�� 9953 Fune 12, 2000 I NO A-� tD—I`J—,IwuO I I :LSAM I-KUM AAK I tJ 11NU LAb 11N1:. C.:!tk ti 15aa I N_ / SIEVE AN AEYSIS A.A.R. TESTING LABORATORI', INC. FILE NO.: 99-123 ".0. BOX 2523 tEDNIOND, WA. 98073-2523 LA.B NO.: 172 (425) 881-5812 (425) 881-51-41 Fax DATE: 5/19r00 PROJECT: JOHNSON CARWASH CLIENT. AM-ENG. COFp MATERL-kL: BRN SILTY SOIL SOURCE: TP-1-1 SA\IDLED BY: R.J.13 DATE 4/26.00 SAMPLED: SCREEN PERCENT PASSING SIZE SAMPLE SPEC 7,4 62.5 410 .".9 0 27.1 i '200 5.6 SPECIFICATION: NO SPEC REMARKS: CONFORMANCE TESTED HN: MIKE HOLTZ NON CONFORMANCE CALCULATED BY: MIKE HOLTZ CHECKED BY: A. HALE GE'NERAI.GILDING '.�C:'SEivE(s2•.�ol DR`•'SEI�'E WASIIIXG J�mplutg $plit:lut 1 AST11 C:33 ASTM CI;7 ASTM C136 ASTM D1140 D75 C702 ! THIS REPORT SHALL NOT BE REPRQOUCEO, EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING ;-ABORATORY,INC. C'SOILS-LAS�FINA L`,C I.6-F.DOC 5-19-2000 11 :25AM FROM AAR TESTING LAB INC_ 4258815441 P_ 8 SIEVE ANALYSIS A.A.R.TESTING LABORATORY. INC. FILE NU;;a'r r�<'...<..., 99-123 P.O.BOX 2523 REDMOND,WA. 98073-2523 LA$�NU 173 ``r>. .... . (425) 881-5812 (425) 881-5441 Fax _DAL' ; S/19/OU PROTECT: : '.. JOHNSON CARWASH ;;C `; ;;; AM.EV CORP <:k: .,, -.z.;; LIB Ia G. REDISH SILTY SOIL SOI3IZC£ TP-2-1 S AMPI<£I)BY R.J.13 DATE 5/3/00 SAIv1P ED %.lN b > SCk N 'ERC;EAv'T £ASSING: SAMPLE SPEC #4 47.3 #,10 .36.8 440 17.6 4200 5.5 S ECIFICA'IION: NO SPEC 11tiXATt1{.S CONFORIIZANCE rr_s'rt:n BY: MIKE HOLTZ NON CONFORMANCE C:ALCULATEDBY: MMKE HOLTZ CHECKED BY: A. HALE lLNXAALaSADNa NkTr M,S6iaza>> nR arn� ;}�s1S1tL+iv Sampling:: Splitting ASTm C33 ASTM C1I7 ASTDQ C136 i4ST14 Di141f D75 C70 THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT IN FULL,WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LABORATORY,INC. C:SOILS-L%aTlNAL\C 136-F_UOC 5—I J—.eulo 0 I I :LSAM t-RUM AAK I t5 I L INK LAb I IN(•;. aLebOb I baa I P. 6 SIEVE ANALYSIS A.A.R. TESTING LA- BOKkTORY, INC. FILE NO . 99-123 P.O. BOX 2523 REDM0NI M, NV'A. 98073-2523 LAB N0.: 1?] 025) W-5812 (425) W-54"t 1 Fax DATE: S 19;00 PROJECT: JOF',NSO%N- CAR\'%ASH CLIENT: AIYI .ENG.CORP RIAL: BRN SOIL W'AGC.r SOURCE: TP-5-1 S.�%MPLED BY: R.J.B DATE 4:26!00 SAMPLED: SCREENJ PERCENT PASSING i SIZE SAMPLE SPEC -,1. 40.2 � #10 26.8 '40 10.6 ;;200 2.4 SPECIFICATION: N10 SPEC REMARKS: CONFORMANCE TESTED BY: MIKE HOLTZ N01 CON'FOR:YMNCE C0,01LATED BY: MIKE HOLTZ CHECKED BY: A. HALE GCNkKALr}xnnm6 =: i'✓�•,':Ju) neYYE::'F. :vASNWG iemplmg Spiittine nSTN7 C33 STM CI I? ASTNI C136 ASTJ1 D1140 THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT iN FULL.VVITHOUT THE WRITTEN APPROVAL OF A.A.k.TESTING LABORATORY,INC C•iOI:.$•Lr\13�F1)\AI:.('?36-P.UOC 5-19-2000 11 :26AM FROM AAR TESTING LAB INC. 4258815ddl P. 10 SIEVE ANALYSIS A.:4.R. TESTING LA.130RATORY,INC. FILE 1\O.: 99-12 3 P.O. BOX 2523 REDMOND, NVA. 98073-2523 LAB NO.: 1%5 (425) 881-5812 (4Zj) 881-5-141 Fax DATE: 51,19i00 PROTECT: JOHNSON CARW ASH CLIENT: AM.LNG.CORD MATERIAL: [-,;DISH SOIL SOURCE: TP-7-1 S,aaiPr rn T3v: R.1B DATE SA\IPI.ED: SCREEN PERCENT PASST\G SIZE SAMPLE SPEC i=4 67.0 »40 29,4 #200 8.3 I SPECIFICATION: NO SPEC REMARKS: CONFOP-MANCE TESTED BY: MIKE HOLTZ NON CU\'P'OKA1.A`CE C.ALt:�.!ATED BY: MIKE HOLTZ CHEchF:n BY: A.HALE i uENLRALGRAD1N 'nUS:1Lw $a,apliilq Shlittino ASTM C33 nS rM CI17 ASTM C130 ASTM D1140 D75 C702 THIS REPORT S:-iALL NOT 6E REPRODUCED.EXCEPT IN FUL_.WITHOUT TnE WRITTEN APPROVAL OF A.A.R. TESTING LA30RATORY,INC. (::'•S01LS•LA0'.FIN:\L' I36-F NC 5-19-2000 11 :26AM FROM AAR TESTING LAB INC_ a258815dd1 P. 9 STE'VE ANALYSIS A.A.R.TESTING LABORATORY, INC. FILE NO.: 99.123 P.U. BOX 2523 REDMOND,WA. 98073.2523 LAB NO.: 171 (42:)881-5912 (4215) 881-5441 Fax DATE: 5119;00 PROJECT': JOHNSON CARWASH CLIENT: AINI .E\NG. CORP \IATERIAL: GRAY FIN-E SAND SOURCE: TP-10-1 SAMPLED BY: R.J.B DATE 4i26.-00 5:�.�1PLEU: SCREEN PERCENT PASSING SIZE SAMPLE SPEC #4 S 5 1 n,a 1 -8.9 440 62.3 #200 14.0 SPECIFICATION: NO SPEC REMARKS: CONFOR:�IANCE TESrf 1)H : MIKE HOLTZ NON CONFORMANCE CALCULATED 13�': NUKE HOLTZ CHECKED BY A.HALE CtiNCRAL GA(AD:NG WE -LIVSt 0 M t Odr S6:oF. WASSINO Surpling Splitting ASTM1I C33 I aS"1',r�C117 ASTNI C136 i ASTitiI DitaO 1075 C702 THIS REPORT SHALL NOT BE REPRODUCED.EXCEPT:N FULL.WITHOUT THE WRITTEN APPROVAL OF AA.R.TESTING LA90RATORY,INC. C':WILS-LAl T"INA1.K':36-I:.LXX' 5-19-2000 11 :27AM FROM AAR TESTING LAB INC. d258815dd1 P. 11 SIEVE ANALYSIS A.A.R. TESTING LABOF—ATORY, INC. FILE NO- 99-123 P.O. BOX 2523 REDMOND, WA. 98073-2523 LAB INTO.: 176 (425) 881-58 12 (425) 881-5441 Fax DATE: 5/19100 PROJECT: JOHNSON CARWAS14 CLIENT: AM.ENG. CORP `1P,TEFJ-,\L: BR.N SILTY SOIL Wr AGG SOURCE: TP-12-1 SAMPLED BY: R.J.B DATE 4,,26:00 SA.tPLED: SCREEN PERCENT PASSING SIZE SAMPLE SPEC .4 ;6.j :;10 .15.4 .40 29 4 .-200 4. SPECIFICATION: NO SPEC REATARKS: CONFORIMANC)E 1'ESTFD Kl: MIKE HOL"CZ `'ON CONFOF-NI.J NCE CA1,CUt.ATFU BY: MIKE HOLTZ CHF..CKED HY: A.HALE G¢NcKAi_(',h.\I)IN(, ��•g;b�JVF'i=aQ) DRY 5Gk'= •.�.4sH�NG Sampling Splitting AS A! C33 ASTM C117 AS'T11 C136 ASTtI D1140 D75 C702 THIS REPORT SHALL NOT 3E REPRODUCED,EXCEPT IN F LL,WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LABORATORY,INC C:`J011.1-LASUI N.�LK'1_G-F.n0(' 5-19-2000 11 :23AM FROM AAR TESTING LAB INC- 42S881Sd41 P. 2 SIEVE ANALYSIS A.A.R. TESTING LABORATORY, INC. k�LE.N�Q ; =� �.,.,!` 99-123 P.O. BOX 2523 REDMOND,WA. 98073-2523 LA$NO~ N, 167 (425) 88.1-5812 (425) 881-5441 Fax ;BhTE...: :......:.:.:>. 5/19/00 PR03ECT' JOH�150N CARWASH CLIE3VT AM.ENG. CORP MA' ER?AI, REDISH SOIL,NV/AGG .;SOURGB„-= `N' TP-13-1 SANOLED RY R.J.s DATE 4/2Gro0 .SAMPLED SCR £N f PERCENT ;P ASSM S,�' IPLB SPEC` 44 54.7 910 43.7 440 25.3 *200 7.1 SPlXMCATI4N..'' NO SPEC E. CONFORMANCE'= TESTED BY: MIKE HOLTZ NO GONTORMAACE'` C.UCULAXED BY: MIKE HOLTZ CRECKED BY: A.HALE �ve>ul.c��flrc asEiti2{sa�ai Dg1 sF;t �'asHstc, $actipting &putting ASTM t33' As C1I7 ASThrC13b A51`1►i D114U D75 CZU2 . THIS REPORT SHALL NOT BE REPRODUCED.EXCEPT IN FULL,WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LABORATORY,INC. C:SOI I,3-LAU,,FLNAL�C 136-F.1xX. 5-19-2000 11 :2dAM FROH AAR TESTING LAB INC_ d2588154411 P. 3 SIEVE ANALYSIS :1.A.R.'TESTING L.A.BOR.,kTORY, INC. FILE NO.: 99-123 P.U. BOX 2523 itEDNI01\ll r' .1�.� . 98 3� 0i -2523 LA13 NO.: 168 � (475) 881-5812 d251 ' 1-544 Fax 5;19.00 ( 88 1 F x DATE: PROJECT: JOHNSON CARAVASH CLIENT: AM.FNG.CORP MATFRJAL: FINE SAND W.- AGG SOLRCF: TY-1+-2. S,�IIP[-LIB B1 R.J.B llATE s;26:00 SAMPLED: SCREEN PERCENT PASSING SIZE SAN! IPLE SPEC =4 51.5 T10 '12.2 #4- 0 24.0 =200 14.0 SPECIFICATION: NO SPEC REMARKS: CONFORitiIANCE TESTED RV: MIKE HOLT7_ NON CONI.ORNIANC E C'ALCUL.-TED BY:—:1 n11KL HOLT% CHECKED BY: A.HALE iGE�FKa1.uRADING '6TS:.IVE(M.wi DRYSG:vc wa"HI?G Sampling Splitting IMAST C33 ASTNI Cl 17 AS'rm C134 )TNI DI 1,40 D75 C7o2 THIS REPORT SHELL NOT BE REPRODUCED.EXCEPT IN FULL,WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LA30RATORY.INC. c:solLs•►.,�a�rlN:�Lac I sc-H.ncx: 5-19-2001d 11 :24AM FROM AAR TESTING LAB INC. az58815aa1 P. a SIEVE ANALYSIS A.A.R. TESTRNG LABORATORY, INC. FILE NO.: 99-123 11.0. BOX 252.E R1=DMONL), WA. 9W 3-2523 LAB NO.: iG9 425) 881-5912 1425) 881-5=141 Fax DATE: 5;19,00 PROJECT. JOHNSO`'CARWASH CLIENT: —M .EW. CORP NIATFRIAL: REDISH SILTY SML W"AGG SOURCE: TP-16-1 S�1IvIPLFD BY: R.J.E DATE 4l26:00 SAMPLED: SCREED I PERCFN,1• PASSING SIZE SAMPLE SPEC I „477 729 fr10 61.- #40 39.0 =200 10.1 SPECIFICATION: NO SPEC ItE.MARKS: CONFORM ANCE TESTED BY: NIIKE- IIOLT7_. NON C'ONFOR.NIANCF CA1.Clrl.ATl•:u 13Y' MIKE -iOLTG cHEcKEa BY: A. HALE GSNtkAl C? WASKING AST1YI C:33 ASTM C117 AST�t C 13 6 AST;tit D1140 p-„ ('702 THIS REPORT SHALL NOT 3E REPRODUCED,7XCEPT IN FJLL.\10THOUT THE WR'IITTEN APPROVAL OF A.A.R.7FSTING LA30RATORY,!NC. C:•SU`•l..i-1�AE3'•.l 1N.\C•C!:G-F.u0C 5-19-2000 1 1 :2dAI.1 FROM AAR TESTING LAB INC. d25881 5dd 1 P. 5 SIEVE ANALYSIS A.A.R. TESTINU LABO1L'1'ORY,INC. TILL NO 99-121 P.O. BOX 2523 REDMOND,WA. 98073-2523 LAB NO.: 170 (425) 881-5812 (425) 881-5441 Fax DATE: 5119;00 PR0.(EC'1'' JOHNSON CARWASH CL1LNT: A.M .ENG.CORD �1ATER1AL: FIVE SAND SOURCE: III-!?-! SAMPLED BY: R.J.B DATE 4126 00 SAMPLED: SCREEN PERCENT P.ISSING SI7F SAMPLE SPEC r74 84.6 10 79.6 =a0 62.6 7200 7-2 SPECIFICATION: NO SPEC REMARKS: CONFORMANCE TESTED BY: MIKE HOI,TZ N'ON CONFORMANCE CALCL LATED BY: NUKE HOLTZ CIteCKED BY: A.HALE Cr.h;F..;kA; ritwni.c :vrr SUVE{�:w1 t DRY S6IV8 wAs4;ua Sampling Splitting t ASTNI C33 ASTM CI 17 ASTM C136 AST11 D1140 075 C702 THIS REPORT SHALL NOT SE REPRODUCED,EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF A.A.R.TES 7 ING LABORATORY,INC. t::\SOI:S-LA13'd'l\At:-.0 i 36•F D?C r. 2 MOISTURE_DENSITY RELAT IONSHIP TEST Curve No. : 1g4 FroJect ho . 9S-'?.3 RrJject : Jo CARNASH Date: :,-25-190C Locc t i on, : T-=-�I _A-� PIT _r g�j0ept` Rymcrky : T=STEp jCAL�JL�,'ED Sy N1.HOLTZ RE-,Izzw r, Bl' r.MALE UASCription . MATERZAL DESCRIPTION - _NE SANC u! AGG CiOSS ; ficoticn - USCS: L ' ; 5: . a e AASH70: Liquid Lim; t v SP-0 = 2.64 plc5t city lnoex TES, PC:-SULTc dens - Y 105 .6 05 -6 Ac f � I i es specificctior . I I � I ACT!:i I O 1557-9; or, Cedure A. 1J, OversiZe coy - ed rec; lon applied :o fino : I results I I I �C i� i I I 1 I SATURA77, \N CURVE- S, EC. vR�.'. ECUA L u I I i I L —_ 2.8 TO a. 110 l ! 2.7 I ; 2 .6 c 10O I I N I I I I , I I I , i I I I I I 70 15 2,0 27 3C I 35 40 Water content , A•A.R. Testing Laboratory, inc . Plate Lam_ MOISTURE-DENSITY RELATIONSHIP TEST �urve No . : 177 Project No. : 99-123 Oo t e - 5-22-1 aC0 P ro i ec t : JOHNSON CARWASH Locction.: CCRSI- 'IT Elev/Depth: P.emcrks : TESTED/CALC'JL= w0N BY M .HOL`_ REVIEWED BY A.HALE MATERIAL DESCRIPTION 0escr :pt i on : TAt SAND 'N/ A'-3 Classificctions USCS AASHTO: No: . rJois; . b Sr C. = 2.64 L:Guid Limit z P!csticity Index. - 7> No ( TES7 R`SULTS — — Mcx :. ,—m dry densit/ = 128 . 7 pC= Oct ~"m moisture = 7. 1 % I Tes: specification AST'A 0 1 C57-91 P-..cedvre A. Mod i f i ec 1,0 Cvgrsice correction applied to find res;i! ts I I 20 I I 100% SATURA7ION CURVES FOR SPEC. ORAV. EOUa.L TC: NL 2.8 F I I i l i 2.7 I I I I I I of 100 I I ! I ! I v I I ii Il I I I I I I ! I I ' i 70 ( ! I O 5 10 15 20 25 30 35 40 water Content . y plote k.r A.A. R. Testing Loborotory , Inc . Johnson Car Wash Belfair, Washington Geology & Geotechnical Engineering Investigation Report APPENDIX B Guide Specifications for Site Earthwork AEC Job #9953 APPENDIX B Guide Specifications — Site Earthwork for 1. GENERAL A. Scope of Work These specifications and applicable plans pertain to and include all site earthwork including, but not limited to, the finishing of all labor, tools, and equipment necessary for site clearing and stripping, disposal of excess materials, excavation, preparation of foundation materials for recei%ing fill, and placement and compaction of fill to the lines and grades shown on the project grading plans. B. Performance The Contractor warrants all work to be performed and all materials to be furnished under this contract against defects in materials or workmanship for a period of year(s)from the days of written acceptance of the entire construction work by the Owner. Upon written notice of any defect in materials or workmanship during said year period,the Contractor shall, at the option of the Owner, repair or replace said defect and any damage to other work caused by or resulting from such defect without cost to the Owner. This shall not limit any rights of the Owner under the "acceptance and inspection"clause of this contract. The Contractor shall be responsible for the satisfactory completion of all site earthwork in accordance with the project plans and specifications. This work shall be observed and tested by a representative of American Engineering, hereinafter known as the Engineer. The Engineer is the Owner's representative. If the Contractor should fail to meet the technical or design requirements embodies in this document and on the applicable plans, he shall make the necessary readjustments until all work is deemed satisfactory as determined by the Engineer. No deviation from the specifications shall be made except upon written approval of the Geotechnical Engineer. No site earthwork shall be performed without the physical presence or approval of the Geotechnical Engineer. The Contractor shall notify the Geotechnical Engineer at least twenty-four hours prior to commencement of any aspect of the site earthwork. The Geotechnical Engineer shall be the Owner's representative to observe the grading operations during the site preparation work and the placement and compaction of fills. He shall make enough visits to the site to familiarize himself generally with the progress and quality of the work. He shall make a sufficient number of tests and/or observations to enable him to form an opinion regarding the adequacy of the site preparation, the acceptability of the fill material, and the extent to which the compaction of the fill, as placed, meets the specification requirements. Any fill that does not meet the specification requirements shall be removed and/or recompacted until the requirements are satisfied. In accordance with generally accepted construction practices, the Contractor shall be solely and completely responsible for working conditions at the job site, including safety of all persons and property during performance of the work. This requirement shall apply continuously and shall not be limited to normal work hours. B-1 APPENDIX B Anv construction review of the Contractor's performance conducted by the Geotechnical Engineer is not intended to include review of the adequacy of the Contractor's safety measures in, on or near the construction site. Upon completion of the construction work, the Contractor shall certify that all compacted fills and foundations are in place at the correct locations,have the correct dimensions, are plumb. and have been constructed in accordance with sound construction practice. In addition, he shall certify-that the materials used are of the types, quantity and quality required by the plans and specifications. C. Site and Foundation Conditions The Contractor is presumed to have visited the site and to have familiarized himself with existing site conditions. The Contractor shall not be relieved of liability under the contract for any loss sustained as a result of any variance between conditions indicated by or deduced from the soil report and the actual conditions encountered during the course of the work. The Contractor shall, upon becoming aware of surface and/or subsurface conditions differing from those disclosed by the original soil investigation, promptly notify the Owner as to the nature and extent of the differing conditions. first verbally to permit verification of the conditions, and then in writing. No claim by the Contractor for any conditions differing from those anticipated in the plans and specifications and disclosed by the soil investigation will be allowed unless the Contractor has so notified the Owner, verbally and in writing, as required above, of such changed conditions. D. Dust Control i The Contractor shall assume responsibilit-V for the alleviation or prevention of any dust nuisance on or about the site or off-site borrow areas. The Contractor shall assume all liability, including court costs of co-defendant, for all claims related to dust or windblown materials attributable to his .cork. H. DEFINITION OF TERMS Structural Fill—All soil or soil-rock material placed at the site in order to raise grades or to backfill excavations, and upon which the Geotechnical Engineer has been sufficient tesfs and/or observations to enable him to issue a written statement that, in his opinion,the fill has been placed and compacted in accordance with the specification requirements. On-Site Material — Material obtained from the required site excavations. Import Material— Material obtained from off-site borrow areas. ASTM Specifications —The 1994 edition of the American Society for Testing and Materials Standards. Degree of Compaction —The ratio, expressed as a percentage, of the in-place dry density of the compacted fill material to the maximum dry densit-v of the same material as determined by ASTM Test Designation D1»7-78. IAMana\WPDOCS\EARTHWRKSPK B-2 APPENDIX B III. SITE PREPARATION A. Clearing and Grubbing The contractor shall accept the site in its present condition and shall remove the area of the designated project earthwork all obstructions including and any other matter determined by the Geotechnical Engineer to be deleterious. Such material shall become the property of the Contractor and shall be removed from the site. Holes resulting from the removal of underground obstructions that extend below finish grades shall be cleared and backfilled with structural fill. B. Stripping Where vegetation exists,the site shall be stripped to a minimum depth of six to eight inches or to such greater depth as the Geotechnical Engineer in the field may consider as being advisable to remove all surface vegetation and organic laden topsoil. Stripped topsoil with an organic content in excess of 3 percent by volume shall be stockpiled for possible use in landscaped areas. IV. EXCAVATION All excavations shall be performed to the lines and grades and within the tolerances specified on the project grading plans. All overexcavation below the grades specified shall be back-filled at the Contractor's expense and shall be compacted in accordance with the specifications. The Contractor shall assume full responsibility for the stability of all temporary construction slopes at the site. V. SUBGRADE PREPARATION Surfaces to receive compacted fill, and those on which concrete slabs and pavements will be constructed, shall be scarified to a minimum depth of 6 inches and compacted. All ruts,hummocks, or other uneven surface features shall be removed by surface grading prior to placement of any fill materials. All areas which are to receive fill material shall be approved by the Geotechnical Engineer prior to placement of any fill material. VI. GENERAL REQUIREMENTS FOR FILL MATERIAL All fill material must be approved by the Geotechnical Engineer. The material shall be a soil or soil-rock mixture which is free from organic matter or other deleterious substances. The fill material shall not contain rocks or rock fragments over 6 inches in greatest dimension and not more than 15 percent shall be over 2.5 inches in greatest dimension. On-site material having an organic content of less than 3 percent by volume is suitable for use as fill in all areas except where non-expansive import material is specified. All imported fill material shall be non-expansive with a plasticity index of 12 or less. VII. PLACING AND COMPACTING FILL MATERIAL All structural fill shall be compacted by mechanical means to produce a minimum degree of compaction of 95 percent as determined by ASTM Test Designation D1557-78. Field density tests shall be performed in accordance with either ASTM Test Designation D 1556-64 (Sand-Cone Method) or ASTM Test Designation D2922-81 and D3017-78 (Nuclear Probe Method). The locations and number of field density tests shall be determined by the Geotechnical Engineer. The results of these tests and compliance with these specifications shall be the basis upon which satisfactory completion of work shall be judged by the Geotechnical Engineer. [:\Maria\WPDOCS\EARTHWRK.SPK B-3 APPENDIX B VM. TRENCH BACKFILL Pipeline trenches shall be backfilled with compacted structural fill placed in lifts not exceeding 3 inches of uncompacted thickness. If on-site soils is used, the material shall be compacted by mechanical means to a minimum degree of compaction of 90 percent. Imported sand may also be used for backfilling trenches provided it is compacted to at least 95 percent. If imported sand backfilling is used, sufficient water shall be added during the trench backfilling operations to prevent the soil from bulking during compaction. In all building pad and pavement areas,the upper 3 feet of trench backfill shall be compacted to a minimum degree of compaction of 95 percent for on-site soils and imported sand backfill. IX. TREATMENT AFTER COMPLETION OF EARTHWORK After the earthwork operations have been completed and the Geotechnical Engineer has finished his observation of the work, no further earthwork operations shall be performed except with the approval of and under the observation of the Geotechnical Engineer It shall be the responsibility of the Contractor to prevent erosion of freshly graded areas during construction and until such time as permanent drainage and erosion control measures have been installed. 1AMana\WPD0CS\EARTHWRICSPK B-4 Johnson Car Wash Belfair, Washington Geology and Geotechnical Engineering Investigation Report APPENDIX C Slope Stability Analyses and Data Sheets AEC Job #9953 (5.5,44) 148 144 140 I l 1 \ \ 2 � 136 132 6 \ 5 `\ 128 1... _1 7 I $ 1 \ \ 124 10 I 11 \ -120 116 - - ------ (0,o) 112 108 SLOPE HEIGHT - 22 FEET SLOPE ANGLE - 26.5 DEGREES American E„gkww, . F4a„t,.,, . S„ryy„„ CRITICAL SLIP CIRCLE E ngineering 4032 148tr Aw WE Corporation RwA JOHNSON CAR WASH PHONE(425)M-7430 F.(425)WI-7731 PRQECT NUMBER DATE SCALE FIGURE 9953 6-14-00 N.T.S. C-1 Slope Stability Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Analysis Remove 10 feet off of top of slope,tank installation. pcfdry 120 twet 130 phi 35 tan Phi 07 Cohesion 10 0.2 Slice No. theta cos Theta sin theta I+L/2 w+W/2 Area Weight Ne Td Tr NeTan Phi Cohesion Thickness Length CBL Lat load xFTd+ Ne-x Tan Phi Tr+ 1 56 0.559191 0.82904 6.8 0 14 0 0 0 0 10 1 6.8 68 0 0 0 02 50 0.642786 0.76605 5 0 22 0 0 0 0 10 1 5 50 0 0 0 0 3 43 0.731353 0.682 5 0 281 1360 994.639 927.5195 696,2476 101 1 5 50 272 185.5 198.93 1126.4474 566.3948524 4 35 0.819151 0.57358 5 0 321 840 688.087 481.8052 481+6609 10 1 5 50 168 96.36 137.62 1 619.4226 414.2081937 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1978.027 2497.912 10 1 5 50 816 395.6 713.69 2691.7167 2220.988398 6 22 0.927184 0.37461 5 0 33 39601 3671.65 1483.4451 2570.153 10 1 5 50 792 296.7 734.33 2217.7748 2362.470356 7 15 0.965926 0.25882 5 0 31 3720 3593.24 962.809 2515+27 10 1 5 50 744 192.6 718.65 1681.4577 2380.477172 8 9 0.987688 0.15643 5 0 26 3120 3081.59 488.0767 2157.111 10 1 5 50 624 97.62 616.32 1104.3942 2088.780478 9 3 0.99863 0.05234 5 0 18 2160 2157.04 113.0459 1509.928 10 1 5 50 432 22.61 431.41 544.45389 1494.101417 10 5 1 0.996195 0.08716 5 0 7 840 836.804 73.211 585.76251 10 1 5 50 168 14.64 167.36 575.5129328 575,51293 11 0 1 0 0 0 0 0 0 0 10 1 0 01 0 0 0 12 0 1 0 0 01 0 0 0 0 10 1 0 0 0 01 0 13 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 14 0 1 0 0 0 01 0 01 0 10 1 0 0 0 0 0 15 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 16 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 18 0 1 1 0 bSFD 0 0 0 0 0 0 10 1 0 0 0 0 0 19 20 0 998 5,6672 12102.9338 575.51 293 Totals Si ma P*sigma K+Sigma U sma J6434.72 3.211 13014.05 518 5 S.F.PseudoStatic=D namic ResistingForce=CBL Si ma O+Sigma T+Sigma /Sa S Johnson Carash DvdedSthe namic DnAn #9953 Force 1.321538807 Page 1 Slope SI \nalysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Anal sis Present Conditions,Undrained, d 120 twet 130 hi 35 tan Phi 0.7 Cohesion 10 0.2 Slice No theta cos Theta sin theta I+U2 w+W/2 Area Wei ht Ne Td Tr NeTan Phi Cohesion Thickness Length CBL Lat load x Td+ Ne-x Tan Phi Tr+ 1 56 0.559191 0.82904 6.8 0 14 1680 939.441 1392.785 657.6086 10 1 6.8 68 336 278.6 187.89 1580.6734 462.6186885 2 50 0.642786 0.76605 5 0 22 2640 1696.96 2022.361 1187.869 10 1 5 50 528 404.5 339.39 2361.7518 904.7381028 3 43 0.731353 0.682 5 0 28 3360 2457.34 2291+519 1720.141 10 1 5 50 672 458.3 491.47 2782.9877 1399 328459 4 35 0.819151 0.57358 5 0 32 3840 3145.54 2202+538 2201,878 10 1 5 50 768 440.5 629.11 2831.6461 1893,523171 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1978.027 2497.912 10 1 5 50 816 395.6 713.69 2691.7167 2220.988398 6 22 0+927184 0.37461 5 0 33 3960 3671.65 1483.445 2570.153 10 1 5 50 792 296.7 734.33 2217.7748 2362.470356 7 15 0.965926 0.25882 5 0 31 3720 3593+24 962.809 2515.27 10 1 5 50 744 192.6 718.65 1681.4577 2380.477172 8 9 0.987688 0.15643 5 0 26 3120 3081.59 488.0767 2157.111 10 1 5 50 624 97.62 616.32 1104.3942 2088.780478 9 3 0.99863 0.05234 5 0 18 2160 2157.04 113.0459 1509.928 10 1 5 50 432 22.61 431.41 544.45389 1494,101417 10 5 0.996195 0.08716 5 0 7 840 836.804 73.211 585.7625 10 1 5 50 168 14.64 167.36 575.5129328 575.51293 11 0 1 0 0 0 0 0 0 0 10 1 0 0 0 01 0 12 0 1 0 00 0 0 0 0 10 1 0 0 0 0 0 13 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 14 0 1 0 0 0 0 0 0 0_ 10 _ 1 00 0 0 0 15 0 1 0 0 0 0 01 0 0 10 1 0 0 0 0 0 16 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 Of 101 1 0 0 0 0 0 18 0 1 1 01 0 0 0 0 10 1 0 01 0 0 0 19 20 0 17796.858 15782.53917 575.51293 Totals 12934.61 73.211 17603.63 518 SFstat=Si ma P+si ma K+Sigma U si ma J 1.40668 S.F.PseudostatiC= namic Resisting Force=CBL SF D n+Si ma O+Sigma T+Sigma U/Si ma S iJohnson Carwash I Divided by the O namic Driving #9953 Force IS.F. 1 0.948260288 Page 1 Slope Stability Analysis,Slip Circle Stability Analysis,Static and Pseudostatic flnP 0 0 Johnson Carwash, SlopeAnal sis Present Conditions,Undrained, d 120 fwet hi 30 tan Phi 0.577 Cohesion 10 0.2 Slice No. theta cos Theta sin theta I+L/2 Area Wei ht Ne Td Tr NeTan Phi Cohesion Thickness Len th CBL Lat bad x Td+ Ne-x Tan Phi Tr+1 56 0.559191 0,82904 6.8 14 1680 939.441 1392.785 542.0574 10 1 6.8 68 336 278.6 187.89 1580.6734 381.3299761 2 50 0+642786 0.76605 5 22 2640 1696.96 2022.361 979.1431 10 1 5 50 528 404.5 339.39 2361.7518 745.7626933 3 43 0.731353 0+6821 5 0 28 33601 2457.34 2291.519 1417.888 10 1 5 501 672 458.3 491.471 2782,9877 1153.446458 4 35 1 0,819151 0+57358 5 Ol 32 3840 3145.54 2202.538 1814.977 10 1 5 50 768 440.5 629.11 2831.6461 1560.8041 5 29 0+874619 0.48481 5 0 34 4080 3568.45 1978.027 2058.993 10 1 5 50 816 395.6 713.69 2691,7167 1830.729W8 6 22 0.927184 0.37461 5 0 33 3960 3671.65 1483.445 2118+54 10 1 5 50 792 296.7 734.33 2217.7748 1947.350564 7 15 0.965926 0.25882 5 0 31 3720 3593.24 962.W91 2073.301 10 1 5 50 744 192.6 718.65 1681.4577 1962.193326 8 9 0.987688 0.15643 5 0 26 3120 3081.59 488.0767 1778.076 10 1 5 50 624 97.62 616.32 1104,3942 1721.751908 9 3 0.99863 0.05234 5 0 18 2160 2157.04 113.0459 1244.612 10 1 5 50 432 22.61 431.41 544.45389 1231.566453 10 5 0.996195 0,08716 5 0 7 840 836.804 73.211 482.8356 10 1 5 50 168 14.64 167.36 1 474.3870889 474.38709 11 0 1 0 0 0 0 0 0 0 10 11 0 01 0 01 0 12 0 1 0 0 0_ 0 0 _0 0 _ _ 10 1 0 _ 0 0 0 0 13 0 1 1 0 00 0 0 0 0 10 1 0 0 0 0 0 14 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 15 0 1 0 0 0 0 0 0 10 10 1 0 0 0 0 0 16 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 18 0 1 01 0 0 0 0 0 0 10 1 0 0 0 0 0 19 20 0 1 17796.856 13009.32158 474.38709 Totals 12934.61 73.211 14510.42 518 SFstat=Sl ma P+si ma K+Sigma U si ma J 1.16754 S.F.Pseudostatic-Dynamic Resistin Force=CBL SF n+Si ma O+Si ma T+Sigma U/Sigma S Johnson Carwash I Divided b the Dynamic Drivin #9953 Force S.F.= 1 0.786751795 Page 1 Slope S Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Anal fsis Present Conditions,Undrained, pcfdry 120 twet 130 phi 25 tan Phi 0.466 Cohesion 10 g 0.2 Slice No. theta cos Theta sin theta I+L/2 w+W/2 Area Weight Ne Td Tr NeTan Phi Cohesion Thickness Length CBL Lat g load x y Td+ Ne-x Tan Phi Tr+ 1 56 0.559191 0.82904 6.8 0 14 1680 M.441 1392.785 437.7795 10 1 6.868 336 278.6 187.89 1580.6734 307.9718698 2 50 0.642786 0.76605 5 0 22 2640 1696.96 2022.361 790.7811 10 1 5 50 528 404.5 339.39 2361.7518 602.2970799 3 43 0.731353 0.682 5 0 28 3360 2457.34 2291.519 1145.122 10 1 5 50 672j22. M447 2782.9877 931.5529454 4 35 0.819151 0.57358 5 0 32 3840 3145.54 2202.538 1465.822 10 1 5 50 768 2831.6461 1260.545426 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1978.027 1662.896 10 1 5 50 816 2691.7167 1478.543705 6 22 0.927184 0.37461 5 0 33 3960 3671.65 1483.445 1710,987 10 1 5 50 792 2217.7748 1572.730265 7 15 0.965926 0.25882 5 0 31 3720 3593.24 962.809 1674.451 10 1 5 50 744 1681.4577 1584.71766 8 9 0.987688 0.15643 5 0 26 3120 3081.59 488.0767 1436.02 10 1 5 50 624 1104.3942 1390.531004 9 3 0.99863 0.05234 5 0 18 2160 2157.04 113.0459 1005.181 10 1 5 50 432 544.45389 994.6446574 10 5 0.996195 0.08716 5 0 7 840 836.804 73.211 389.9504 10 1 5 50 168 14.64167.36 383.1271811 383.12718 11 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 12 0 1 0 0 0 0 0 0 0 10 1 0 01 0 0 0 13 0 1 0 0 0 0 0 0 0 10 1 0 01 0 0 0 14 0 1 0 0 0 01 0 0 0 10 1 0 0 0 0 0 15 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 16 0 1 0 0 0 0 0 0 0 10 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 0 10 1 0 0 0 01 0 18 0 1 1 01 0 01 0 0 01 0 1 10 1 0 0 0 0 0 19 20 0 17796.856 10506.66179 383,12718 Totals 12934.61 73.211 11718.99 1 518 SFstat=Si ma P+sigma K+Sigma U si ma J 0.95173 S.F.PseudoStatic=Dynamic Resisting Force=CBL SF D *Sigma O+Sigma T+Sigma U/Si ma S Johnson Carwash TDivided b the namic Driving #9953 Force S.F.= 0.&10=29 Pape 1 �f 1 Slope Stability Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Anal isis Present Conditions,Undrained, pcfdry 120 fwet 130 phi 25 tan Phi 0.466 Cohesion 100 g 0.2 Slice No. theta cos Theta sin theta I+U2 w+W/2 Area Weight Ne Td Tr NeTan Phi Cohesion Thickness Len th CBL Lat g load xV339.39 Td+ R602.2970799 Tr+ 1 56 0.559191 0.82904 6.8 0 14 1680 93R 441 1392.785 437.7795 100 1 6.8 680 336 278.6 1580.6734 2 50 0.642786 0.76605 5 0 22 2640 1696.96 2022.361 790.7811 100 1 5 500 528 404.5 2361.7518 3 43 0.731353 0.682 5 0 28 3360 2457.34 2291+519 1145,122 100 1 5 500 672 458.3 491.47 2782.9877 931.5529454 4 35 0.819151 0.57358 5 0 32 3840 3145.54 2202.538 1465.822 100 1 5 500 768 440.5 629.11 2831+6461 1260.545426 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1978,027 1662.8961 100 1 5 500 816 395.6 713.69 2691.71671 1478.543705 6 22 0.927184 0.37461 5 0 33 3960 3671.65 1483.445 1710.987 100 1 5 5001 792 29671 734.33 2217.7748 1572+730265 7 15 0.965926 0.25882 5 0 31 3720 3593,241 962.809 1674.451 100 1 5 500 744 192.6 718.65 1681.4577 1584.71766 8 9 0.987688 0.15643 5 0 26 3120 3081.59 488.0767 1436.02 100 1 5 500 624 97.62 616.32 1104.3942 1390.531004 9 3 0.99863 0,05234 5 0 18 2160 2157.04 113.0459 1005.181 100 1 5 500 432 22.61 431.41 544.45389 994,6446574 10 5 1 0.996195 0.08716 5 01 7 840 836.804 73.211 389.9504 100 1 5 500 168 14.64 167.36 383.127181 383.12718 11 0 1 01 0 0 0 0 0 0 100 1 0 0 0 0 0 12 0 1 0 0 0 0 0 0 0 1 100 1 0 0 0 0 0 13 0 1 0 0 0 0 0 0 01 100 1 00 01 01 0 14 0 1 0 0 0 0 0 0 0 100 1 01 0 0 0 0 15 0 1 0 0 0 0 01 0 0 100 1 0 0 0 0 0 16 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 0 1001 1 0 0 0 0 0 18 0 1 1 0 Of 01 0 0 0 0 100 1 0 0 0 0 0 19 20 0 17796.856 10506.66179 383.12718 Totals 12934.61 73.211 11718.99 1 5180 SFstat=Si ma P+si ma K+Sigma U si ma J 1.31215 S.F.Pseudostatic=Dynamic Resistin Force=CBL SF D n+Si ma O+Sigma T+Sigma U/Si ma S Johnson Carwash Divided b the Dynamic Drivin #9953 IForce S.F.= I 0.902956605 Page 1 _�J Slope Stability Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Anal isis Present Conditions,Undrained, fpc dry 120 pcfwet _130 phi 30 tan Phi 0._5_77_Cohesion_ 100 g 02 _ Slice No. theta cos Theta sin theta I+Ll2 w+W2 Area Weight Ne Td Tr NeTan Phi Cohesion Thickness Length CBL Lat g load x Y Td+ Ne-x Tan Phi Tr+ 1 56 0.559191 0.82904 6.8 0 14 1680 939.441 1392.785 542.0574 100 1 6.8 680 336 278.6 187.89 1580.6734 381.3299761 2 50 0.642786 0.76605 5 01 22 2640 1696.96 2022.361 979.1431 100 1 5 500 528 404.5 339.39 2361.75181 745.7626933 3 43 0.731353 0.682 5 0 28 3360 2457.34 2291.519 1417.888 100 1 5 500 672 458.3 491.47 2782.9877 1153.446458 4 35 0.819151 0,57358 5 0 32 3840 3145.54 2202.538 1814.977 100 1 5 500 768 440.5 629.11 2831,6461 1560.8041 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1978.027 2058.993 100 1 5 500 816 395.6 713.69 2691.7167 1830.729008 6 22 0.927184 0,37461 5 0 33 3960 3671.65 1483.445 2118.54 100 1 5 500 792 296.7 734.33 2217,7748 1947.350564 7 15 0.965926 0.25882 5 0 31 3720 3593.24 962.809 2073.301 100 1 5 500 744 192.6 718.65 1681.4577 1962.193326 8 9 0.987688 0.15643 5 0 26 3120 3081.59 488.0767 1778.076 100 1 5 500 624 97.62 616.32 1104.3942 1721.751908 9 3 0,99863 0.05234 5 0 18 2160 2157.04 113.0459 1244.612 100 1 5 500 432 22.61 431.41 544.45389 1231.566453 10 5 1 0.9%195 0,087161 5 01 7 840 836.804 73.211 482.8356 100 11 5 5001 168 14.641 167.36 1 474.3870889 474.38709 11 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 12 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 13 0 1 0 0 0 0 0 0 1 0 100 1 0 0 0 0 0 14 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 15 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 16 0 1 0 0 0 01 0 0 0 100 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 18 10 11 0 0 0 0 0 0 0 100 1 01 01 0 0 0 19 20 0 17796.856 13009.32158 474.38709 Totals 1 12934.61 73.211 14510.42 5180 SFstat=Si ma P+sigma K+Sigma U si me J 1.52797 S.F.PseudoStatic=Dynamic Resistin Force=CBL SF n+Sigma O+Sigma T+Sigma U/Si ma S Johnson Carwash jovided by the Dynamic Driving #9953 1 Force IS.F. 1 1.048708172 Page 1 -- 1 Slope St nalysis,Slip Circle jStability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slo Anal sis Present Conditions,Undrained, pcfdry-___ 120 pclwet _130 phi_ - 35 tan Phi 0.7 Cohesion 100 g--__0_2 ___ _ Slice No Theta cos Theta sin theta NU2 w+W/2 Area Weight Ne Td Tr NeTan Phi Cohesion Thickness Length_ CBL Lat g bad x y_ Td�_LNe_x�Tan hi _ 1 56 0.559191 0.82904 6.8 0 14 1680 939.441 1392.785 657.6086 100 1 6.8 666 336 278.6 187.89 1580.6734 462.6186885 2 50 0.642786 0.76605 5 0 22 2640 1696.96 2022.361 1187.869 100 1 5 500 528 404.5 339.39 2361.7518 904.7381028 3 43 0.731353 0.682 5 0 28 3360 2457.34R488.0767 1720.141 100 1 5 500 672 458,3 491.47 2782.9877 1399.328459 4 35 0.819151 057358 5 0 32 3840 3145.54 2201.878 100 1 5 500 768 440.5 629.11 2831.6461 1893.523171 5 29 0.874619 0+48481 5 0 34 4080 3568A5 2497.912 100 1 5 500 816 395.6 713.69 2691.7167 2220.988398 6 22 0.927184 0+37461 5 0 33 3960 3671.65 2570.153 100 1 5 500 792 296.7 734.33 2217.7748 2362,470356 7 15 0.965926 0.25882 5 0 31 3720 3593.24 2515.27 100 1 5 500 744 192.6 718.65 1681.4577 2380.477172 8 9 0.987688 0.15643 5 0 26 3120 3081.59 2157.111 100 1 5 500 624 97.62 616.32 1104.3942 2088.780478 9 3 0.99863 0.05234 5 0 18 2160 2157.04 1509.928 100 1 5 500 432 22.61 431.41 544.45389 1494.101417 10 5 0.996195 0.08716 5 0 7 840 836.804 73.211 585.7625 100 1 5 500 168 14,64 167.36 575.5129328 575.51293 11 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 12 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 13 0 1 0 0 0 0 0 0 0 100 1 0 0 0 0 0 14 0 1 0 0 0 0�10 0 0 100 1 0 0 0 0 0 15 0 1 0 0 0 0 0 0 100 1 0 0 0 0 0 16 0 1 0 0 0 0 0 0 100 1 0 0 0 0 0 17 0 1 0 0 0 00 0 100 1 0 0 0 0 0 18 0 1 0 0 00 0 0 100 1 0 t7 0 0 0 19 20 0 17796.856 15782.53917 575.51293 Totals 12934.61 73,211 17603.63 5180 SFstat=Si ma P+sigma K+Sigma U si me J 1 76711 S.F.PseudoStatic=Dynamic Resistin Force=CBL SF D n+Si ma O+Sigma T+Sigma U/Si ma S Johnson Carwash Divided b the D na n Drnrin #9953 t I Force IS.F. 1 1.210216665 Page 1 MASON COUNTY PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER Shelton,Wuhington 98584 DATE: Aug. 291h, 2002 INTER-DEPARTMENTAL COMMUNICATIONS TO: Rick Mraz, DCD—Planner Larry Waters, BLD—Bld Inspec FROM: Alan A. Tahja, P/W - Co. Hydr. Engr. WO# PLG-02 SUBJ: Geo-Tech Report Review NAME: Johnson (a,, Belltowne/Belfair COM2002-00099 Attached please find a copy of AMERICAN ENGINEERING CORPORATION's response to concerns raised in my IDC dated Aug. 16`h, 2002. With this additional information, I feel the issues I raised have been adequately addressed. Please feel free to contact me at County extension 461 if you have any questions regarding these comments, or if you feel any features need further discussion or attention. S' cerely, Alan A. Tahj a Attached: AMERICAN ENGINEERING CORPORATION's stability analysis of the Johnson/Belltowne site File: H:\WP\GEO\REVIEWS\Johnson-Belltowne-2.doc MASON COUNTY PUBLIC WORKS DIRECTOR/COUNTY ROAD ENGINEER ShClto,Wishing,—"584 DATE: June 22"1, 2000 INTER-DEPARTMENTAL COMMUNICATIONS TO: Allan Borden, DCD - Planner FROM: Alan A. Tahja, P/W - Co. Hydr. Engr. DCD WO#00004 SUBJ: Stormwater Site Plan Review NAME: Jack Johnson Carwash n, SR3 Belfair GRD2000-00007, PRJ2000-00149,SEP2000-00065 Attached please find two copies of an amendment to the Stormwater Site Plan(SSP)prepared for Jack Johnson's proposed Belfair Car Wash and Laundromat project in Belfair. The amendment changes the primary stormwater control from attenuation to retention. The amended proposal includes a second stormwater pond that is sized(approx 60' x 60') to retain stormwater runoff from the developed site after it has received treatment as required by Ecology. The first pond,which provides flow attenuation, is not dimensioned on the plan sheets, but needs to be constructed with roughly 4,700 square feet of floor area,with no steeper than 3:1 (H:V) sideslopes. Similarly,the infiltration pond sideslopes should be constructed no steeper than 3:1, and needs to be constructed with a minimum top width of 6' instead of the 3' width indicated on the plan sheets. An issue overlooked in this department's first review of this project is the creation of a new access to the Roy Boad Road on the westerly side of the Johnson property. One or two accesses currently exist off of the Roy Boad Road, but neither one has ever been approved as a commercial access. The proponent should contact Charell Holcomb((360)427-9670 ext 450) regarding making application to Public Works for a commercial access. The cover letter accompanying the amendment indicates that the O&M Covenant is being created. I feel this proposal can be allo% ed to proceed with the changes promoted in the amendment, and request that Public Works be notified upon completion of the proposed stormwater control features so that an inspection and acceptance of them can be made. Please feel free to contact meat County extension 461 if you have any questions regarding these comments, or if you feel any features need further discussion or attention. Sin erely, )_�/ T:11 lan A. Tahja cc: Einar Gundersen at email address: Eg-AEC@MSN.com File:H.I WMSTRMWTRIREVIEWSIJ2-Blfr-CrWsh.doc American Engineering Corporation Q � D Engineers • Planners • Surveyors - June 20 2000 AEC Reference NQ: 9953 Mr. Alan Tahja, PE, Hydraulics Engineer Mason County Department of Public Works 411 N. Fifth Street Shelton, WA 98584 ' ,L�;4 Subject: GRD 2000--00007, Stormwater Plan Review, Johnson Car Wash @ SR 3, Belfair Dear Mr. Tahja: Reference is made to your interdepartmental communication to Al Borden dated June 9, 2000. Enclosed are three(3) copies of the amendment to the Storm Drainage Report dated May 18, 2000, together with three(3) copies of the revised drainage plan for the subject project. The plans have been revised per our discussion last week to infiltrate all stormwater generated on site. Jack Johnson does not wish to pursue downstream easements from neighboring property owners to convey stormwater from the car wash site. The infiltration system is based on a presettling/detention basin with discharge to a biofiltration swale before entering the infiltration basin. The design follows the requirements stipulated under the DOE Stormwater Design Manual for the Puget Sound Basin. The infiltration basin is designed using a conservative infiltration rate based on soils classification and a safety factor of"T'. One of the orifices in the control structure was inadvertently left out of previous versions of the stormwater plan. The enclosed drawings have been revised to include location and size of both orifices required for this project. The Declaration of Covenants associated with Pnvately Maintained Storm Drainage Facilities will be filled out and executed in due time before completion or occupancy of the project site. I trust the revised drainage plan meets with your approval and that you will be able to forward your recommendations to Allan Borden in order that a grading permit can be issued. Please call me if you have any questions. Sincerely ERIC N E IN RAT �2- AR GU RSEN, PE rincipal Encls: (3) Amendment to Storm Drainage Report (3) Revised Storm Drainage Plans EG:mge cc: Jack Johnson, P.O. Box 1119, Belfair, WA 98528 4032 148th Ave. N.E. Redmond. WA 98052 (425)881-7430 Fox(425)881-7731 American Engineering Corporation Q Engineers Planners • Surveyors Johnson Car Wash near Belfair, Mason County, Washington Amendment N° 1 to Storm Drainage Report (Stormwater Site Plan dated May 18, 2000) June 19, 2000 ` A 4W- 41, C. �r prepared for: Jack Johnson 1 '�o P.O. Box 1119c, a� OhAL Belfair, WA 98528 IXPIRES: by: American Engineering Corporation 4032 148`h Avenue NE Redmond, WA 98052 (425) 881-7430 AEC Job #9953 4032 148th Ave. N.E. Redmond, WA 98052 (425)881-7430 Fax(425)881-7731 Storm Drainage Report AEC Job#9953 Jack Johnson Car Wash Revised June 19, 2000 Section I. Project Overview The Jack Johnson Car Wash project is located in Mason County, Washington on :he west side of State Route 3 about one—half mile northeast of Belfair, Washington. Boad Road borders the site at the northwest corner. The entire site constitutes about 6.11 acres, with the main development area not including the detention pond being about 2.65 acres. In the natural state, the entire area was heavily wooded with two residential structures on—site. At present, most of the site has been cleared for development. In the developed condition, the site will have, in addition to the car wash, two structures. One structure will be a restaurant and the other a laundromat. Of the two existing structures, one has been demolished and the other removed. Soil logs taken on—site indicate a permeable sand and gravel soil type. For the purpose of determining existing and developed flow rates using t ,e SBUH Methodology, the soil type will be considered Type "B". General topography is from the east and southeast towards the west and northwest. On—site runoff within the main development area of 2.65 acres will be collected by a piping system and routed to a detention pond in the northwest corner of the site. Discharge from the detention pond will be to a biofiltration swale before discharging into an infiltration pond. The detention pond has been designed to match the 2—year, 10—year, and 100—year, 24—hour existing peak flow rates minus the developed bvpass peak rates for the same storm events to the peak discharge rates for the 2—year, 10--year, and 100—year, 24—hour developed peak flow rates. The detention pond design will not assume a bottom infiltration rate even though it will be quite high based on the existing soils. The biofiltration swale has been designed to treat the 6—month, 24—hour storm event pond discharge, and to pass the 100—year, 24—hour storm event pond discharge. Upstream flow enters the site from the east and southeast by way of three, 18"t� drainage pipes conveying flow under State Route 3 into the site. It is our intention to collect and route this runoff through the site and around the proposed storm detention pond before discharging to the northwest into the old gravel pit,area. 1 The sections of the report related to storm detention and discharge are amended as follows: 1. Page 1 has been changed per the attached plan. 2. Since we are proposing to infiltrate the storm discharge from the detention pond, there is no need to install a 24—inch culvert under Boad Road. Therefore, the second paragraph of Section IV— Offsite Analysis on page 5 is deleted. 3. Pages 3, 11-16 are changed per the attached plans. 4. Pages 16A, 16B, 16C, 16D, and 16E are added to the report. � - DATE JOB NO. e;murcil Testing Laboratories, Inc. 7 18970 3rd Ave. N.E., P.O. Box 1586 PROJECT Poulsbo, Washington 98370 LOCATION (360) 779-9196 CONTRACTOR OWNER TC �L CA1 / c WEATHER/ TEMP. oat AM ClE�1K °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED: C= 4)4" .01 a-us �STiNa Via 1 f�cr .� ��2 wj-q-SX d- A ZecTn . aakl L,le-�- e 1.5 xe-e.'s Z A d.Z>t-� ICZlJn� /'/i A&V W,-da[ z9/�� bl i A4L �4 $ le4�C '� N1 e,�2c� f'rS Ts. Ale aArw r�2S d•N ���d Iry �i�� A {�/6��Od�/ �fi�s7>M�3. COPIES TO SIGNED c" GENERAL TESTIN ABORATORIES, INC. r, 18970 Third Avenue NE P.U. Box 1586, Poulsbo, WA 983 70 CLIENT: ��_1� _ �,vs<<i CONTRACT#: DATE: 7.1,c PAGE OF / PROJECT: PROJECT H. 9;2-2 S' REPORT#: CONTRACTOR: SUB-CONTRACTOR: IN PLACE DENSITY METHOD: ( ) ASTM D-1556 M D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR us/cu.FT COMPACTION ELEVATION WET / DRY PERCENT OPTIMUM DRY WT. PERCENT MOISTURE WATER% LBS/CU.FT COMPACTION REQUIRED �II2 MAT ✓L 1414.0 V33.6 7,9 6 . CIS / 1.9 13.9. 7.2- / y5 3 3 no l., �f' _ ,G 144.1 t .4 c . /3 7.1 9 Jr.zi 95 `f 41. 13:2: .2- G. i 137.1 17S.9 y S s 2No L,P-f .el /44-3 135.2- 4.8 L_ 13 7.`i 99.0 9 �0 5• 144.5 136.5 7.3 G.9 137.11, 1r FIELD StWERVISOR:_ _� SOILS TECIINICIAN: _ _� -- rig rieral Testing Laboratories, Inc• DATE Joe No. —40 18970 3rd Ave. N.E., P.O. Box 1586 / PROJECT Poulsbo, Washington 98370 rL. LOCATION (360) 779-9196 CONTRACTOR OWNER TC WEATHER TEMP. o at AM Cl�sq� °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED: ( rC�cJG�� -Sf/Nai (IILJI� �J/fit COMn!/G(r �11,i5 d��I �'iT� �fOiZ .tin►/ ��� ! �/ �7L1 /[��elg L e�ctTd�G'10•t �S iM,�O�Ti.uS NIBfr'2/�� �/2 �il l la/t i�i lC 2 n�S /L� C� /�•/�I c�' �lr�L l✓C�/t�tY f�/ C A K.clod•�/ d- �c��r /� artc-, 411 9s In/�t3Y'e-r d S ,h- Sd L �/ltiM /M D[S-AAtee COPIES TO SIGNED GENERAL TESTING LABORATORIES, INC. 18970 Third Avenue NE P.O. Box 1586,Poulsbo, WA 98370 i CLIENT: Eck —1ak4olsou CONTRACT#: DATE: 9-//-o0 PAGE ! OF / PROJECT: 69n & J'o5 PROJECT# 9.;273' REPORT#: CONTRACTOR: L'A,=.uf SUB-CONTRACTOR: IN PLACE DENSITY ME'I HOD: ( ) ASTM D-1556 M D-2922 MAXIMUM DENSITY SANDCONE NucLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU.FT COMPACTION ELEVATION WET / DRY PERCENT OPTIMUM DRY WT. PERCENT REQUIRED MOISTURE WATER% LBS/CU.Ff COMPACTION o-c*-I ow 133.4 7. 9 Jr Z c CvW-A/i 4 .L 1,35,3 1S•8 4'f1 S,LJ 3 3 D 1. l µ2..3 i 4.3 7. n ' Cd/ZN prit 131.6 , S w", 4, 6.z M.e' a l 0.9 13-2.4 6.49 II FIELD SUPERVISOR:_?-ND�2 SOILS TECHNICIAN: � General Testing Laboratories, Inc. DATE JOB NO. 18970 3rd Ave. N.E., P.O. Box 1586 Z '� 7 PROJECT Poulsbo, Washington 98370 LOCATION (360) 779-9196 &- ? CONTRACTOR OWNER TC ��'// �h44Sa.�L- .v WEATHEER� ! TEMP. o at AM G. 4w/7- °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED:: / ' �6=�It/'L!Z/ ILrST//�Jl, /J -J/M �D/y►��C[� (�{/�S �/ll cS/�f� I-ey A Si Inc! �/�G►CGr L7t:�l�[Aa -GiY-- II I 1 JS bX C[-f=Cl C� 9S A&,-z 64e ake zi-t./ 0 COPIES TO SIGNED '� GENERAL TESTING LABORATORIES, INC 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 CLIENT: S,g CONTRACT#: DATE: q.«n PAGE__L OF PROJECT: Cerr PROJECT# 4,27J' REPORT#: CONTRACTOR: SUB-CONTRACTOR: IN PLACE DENSITY MEI MOD: ( )ASTM D-1556 M D-2922 MAXIMUM DENSITY SANDCONE NucLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU.FT COMPACTION ELEVATION WET / DRY PERCENT OPTIMUM DRY WT. PERCENT MOISTURE WATER%I LBS/CU.FT COMPACTION REQUIRED 1 b'\ L-O i 110-6 1,31.1 7.6 I 7. 4 q Z 140,q t 31. 5.5 3 I.,.j ,t,,t- 140.E 1 a. .o S' AAJL 1. 13�-Z �,o r t 142,9 13A-8 1 7.4 `. FIELD SUPERVISOR: SOILS TECHNICIAN: Genera! Testing Laboratories, Inc. DATE JOB NO. 18970 3rd Ave. N.E., P.O. Box 1586 PROJECT / Poulsbo, Washington 98370 LOCATION (360) 779-9196 & -4)rt (r CONTRACTOR OWNER T( GJC c�0� au WEATHER TEMP. o at AM 01L-9/2 °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED: > 47 a iujm-o I - /Cris -45 OI L--I, �J/M ! aMN/GK- LkJ A 5 aAl S'i /�'1• !-0i L /of .��QLLr ,��G�1r5 a tcs %[;ST/�/�f C G��?/3GT 1„j_�ll3G�</�3 Ili JrLT f-i/Z [�2nv� SrA.c! f i3�MC/Z (/'� T -�cJ!C XM4 rolz if we "46-ksx d- re 2�d/Z 4 C?�-d uI A y, h"-,Leyeal�DiC. r �7lp�C � �CSTS 161 GiF" Aim, 4- g641-4r2-'4tlal Imo/ "l`N gAz ct" AdOk— r R.� L-J ai At 462Z lez•:5"Avls' sd r /'�s.1 /-(r r d.vr2BGAa2 tc1.9-S DN l4e-Atha COPIES TO SIGNED J�- r4-2rl�z i GENERAL TESTING LABORATORIES, INC. 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 CLIENT: Sck Tn,;.ysoM CONTRACT#: DATE: 9-,3-vo PAGE OF r PROJECT: eop- U-)A 4 PROJECT# 4,278 REPORT#: CONTRACTOR:_ ,r,,ff SUB-CONTRACTOR: IN PLACE DENSITY ME' HOD: ( )ASTM D-1556 QQ D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: /157577 FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU.FT COMPACTION ELEVATION // WET / DRY PERCENT OPTIMUM DRY WT. PERCENT y2 I J.95 h pa MOISTURE WATER% LBS/CU.FT COMPACTION REQUIRED 1 l'f �. ,z,,/�fK 1 Wd. 13G. q5 4 �j I 2- c'_S r u G� t 2.L 1 7. l Iq , 140-31 131.1 7.0 cAt.0 1 8 1 31,S 743 a1 _ r a rc" 1 I.0 130 j7 9 9 5•� ,l �c•S f , l 1354, \I 1 FIELD SUPERVISOR: SOILS TECHNICIAN: ' general Testing Laboratories, Inc. DATE JOB NO. 1P970 3rd Ave. N.E., P.O. Box 1586 4 9� Poulsbo, Washington 98370 PROJECT rC LOCATION (360) 779-9196Ile,; '00 I rC ( �^ CONTRACTOR OWNER TO �Vjc �! h�� •�/ c WEATHER TEMP. O at AM at PM PRESENT AT SITE THE FOLLOWING WAS NOTED: C�LA/C le- e- 14,14, Aft Z" .QZ,�G� D4-��/�[� -/G/d�/ 1A,) PQrLT /'�� -�0%Z /�G � S ��A?'�lZl/s�� /�S /✓%UU !� F -O (2:� . 5 c�- C'tLWt 09 GTt d c cJ fh A 1// ✓ZeJ fhru► (ISO l�C/C. ��f 2 -�c��l WG-b 7 s C]Cr /�)' Se -�f�S�l eo/SQ 12 .C.�JCG'G�CJ��� 9S/0 COPIES TO TNZAMD MINTOO ME SIGNED GENERAL 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 CLIENT: CONTRACT#: DATE: 9-,4-vo PAGE i OF / PROJECT: ;. PROJECT# 9z79 REPORT#: CONTRACTOR: SUB-CONTRACTOR: IN PLACE DENSITY ME'f HOD: ( ) ASTM D-1556 00 D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU•FT COMPACTION ELEVATION WET / DRY PERCENT OPTIMUM DRY WT. PERCENT MOISTURE WATER% LBS/CU.FT COMPACTION REQUIRED 143.1 13,2 7. 1 4 Z- �Q rl cf t%��c9f I 1 •0 t 36-7 -0 136.1 757 1,10 S,0� M.U) Gault=-,Z .Z 7. ' �'i .5 FIELD SUPERVISOR:_ SOILS TECHNICIAN: GENERAL TESTING LABORATORIEES9 INC. 18970 17drdAven NE ueBox : , Poulsbo,Washington , I or Toff Free(888) 898-9378 MOISTURE DENSITy RELATIONS OFSOH..S REPORT . , Johnson Construction Report Number-. 2 . a. Car Wash Tea 1 11 1 ' 1 • Contractor:. Client Date Tested:- 1 1Date •e•• 1_. • 1 1 Date&IMPICd. • 11 FIELD 1 •1hiatcriatimport Location 1111 • 1Palmer Samplodbir II • II 1 MOISTUREick WEIC;HT Max Density Y • •s -111.1./11111,1.1.1.111111�1�■/■■■1.■'�.■ 1.1111.■1■.1.1■1,1.1.■1.1�.1�1.'1,■■.■■.■■ • v' ' • ■■■■.■■■■■.■....■.■.■.■.■■ ■.1..1,1.111■1.■1.11�1.1�1.■1�1.■1�1.1.1.1,1.I'1,11,r 1�1.1.11111i 1.�■/.■..■/■.1■1�1�.1�f11`■ Soil: , �. -11!_F 1 I—1♦1.■1.1.1,1.11[/1♦1,1.■■■I11S11` 1 sand 1♦1.■..■1.■�.■■1,�.�.■1�1♦1♦■1..■■ .■■■■.■■■■■■■■..1.■.■■■■..■ 1 -©�� General �esting Laboratories, Inc. DATE JOB NO. 18970 3rd Ave. .E., P.O. Box 1586 �� PROJECT Poulsbo, Washington 98370 LOCATION n (360) 779-9196 CONTRACTOR OWNER WEATHER TEMP. o at AM I WK °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED: �r�;c�L-2✓� ���iTj�F,� n� CD.h.�r/cl� i�Jos e�y s.�o- �2 �_ 1 5 e'0' r/A(U T -OO rG I f-r�� e-�O•'C ��di' ��S ���' `�1 r1 C�/.Sl f L, rF' �pri2 0 M/y T /N Ida 4, WT 4- �1) r/y 41 Le, /wl�p0e.- e 4o Z-a� A^Llc 4,,,�75 �L'L3i��tfi�p� ,GLi�T c.JC-' �'d�tC% r'Ji. ^ 4 COPIES TO SIGNED GENERAL TESTING LABORATORIES, INC. 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 _ J CLIENT: c�< <T t��,rsd.� CONTRACT#: DATE:_9-jsa(j PAGE_L OF / PROJECT: Ca,-)Ic L,J4 PROJECT REPORT#: CONTRACTOR: SUB-CONTRACTOR: IN PLACE DENSITY MKIROD: ( ) ASTM D-1556 W D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU.FT ELEVATION a WET / DRY PERCENT OPTIMUM DRY WT. PERCENT COMPACTION C' MOISTURE WATER /• LBSICU.Fr COMPACTION REQUIRED .z t,.l _ IN.L 131.0 9 . 2. 46•3 /3/. Z G. 9 FIELD SUPERVISOR:_ SOILS TECHNICIAN: rr e1' Gerierli Testing Laboratories, Inc. DATE JOB NO. 18970 3rd Ave. N.E., P.O. Box 1586 PROJECT Poulsbo, Washington 98370 LC/9 LOCATION (360) 779-9196 /rt �j -� / CONTRACTOR OWNER TC // G)iC/ WEATHER TEMP. o at AM o1�;'y °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED: C J'aS S' A - bd�C `//d Tic•�Jd•cT %Ac'L 12L /J���1 (l/ YS fl/�t11"L'rK//Sll /� I /i9CLlY /�/ PCA-0 "j, `// A Xe'rz_f' r- COPIES TO �� SIGNED GENERAL TESTING LABORATORIES, INC. 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 CLIENT: CONTRACT#: DATE: 9-i8 oy PAGE r OF / PROJECT: a e wg 4 PROJECT # 41,Z'7IT REPORT#: CONTRACTOR:_ N SUB-CONTRACTOR: IN PLACE DENSITY ME'.-HOD: ( ) ASTM D-1556 (>0 D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD:—' FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU.FT COMPACTION ELEVATION / WET / DRY PERCENT OPTIMUM DRY WT. PERCENT REQUIRED �'/K d MOISTURE WATERY• LBSJCU.FF COMPACTION r6 13 A,.w - Co,fj c 134. .7 37. I S. 4 3 A/ mg 9s FIELD SUPERVISOR: SOILS TECHNICIAN: Genera:, Testing Laboratories, Inc. DATE JOB NO. 18970 3rd Ave. N.E., P.O. Box 1586 4 -19 op 7�3 Poulsbo, Washington 98370 PROJECT w'qs ` LOCATION (360) 779-9196 -wA I rt CONTRACTOR OWNER T �L s�� � c WEATHER TEMP. O at AM "-/) Oat PM PRESENT AT SITE THE FOLLOWING WAS NOTED: CL Uhl /t 1 W uc, B rl.0 �S`i t cr Zvi a2-f5 4�f SttNo1 COS✓ �/3C�11�1 IS e-eloy -to, 4.Je1-4 A vi bzu3 �al��.e Kc"�-/ 4/ A 1 l ::rk s L-�r�c=C�c�ad 5; S� COPIES TO L91 TgRM SIGNED i GENERAL TESTIA ABORATORIES, INC. 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 CLIENT: J—A c/C CONTRACT#: DATE: -9.j9,,g)a PAGE 1 OF / ' PROJECT: r,./,Z PROJECT# 9 a 7 y REPORT#: CONTRACTOR: 0/1 C,/f SUB-CONTRACTOR: IN PLACE DENSITY METF[OD: ( ) ASTM D-1556 W D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBS./CU.FT COMPACTION ELEVATION WET / DRY PERCENT OPTIMUM DRY WT. PERCENT REQUIRED MOISTURE WATER% LBS/CU.FT COMPACTION 143.3 13 ,1 6• b-Z 9217 L so 0A 143.9 1 1./ .(. 3 r cA dCu 141.9 131.1 8.2- 96_2- J I 1 l lo,(A )q2.o 136. 1 121, 17 41. 131.7- '7.8 IJ ' 1 3.o 1X9.6 4.5 9 5• FIELD SUPERVISOR: c / SOILS TECHNICIAN: Yv-, cfr»uCZ General Testing Laboratories, Inc. DATE / JOB NO. "18970 3rd Ave. N.E., P.O. Box 1586 `'� PROJECT Poulsbo, Washington 98370 2 LOCATION(360) 779-9196 ge14 �►t CONTRACTOR OWNER Tf r / WEATHER TEMP. Oat AM ellQ ti I Oat PM PRESENT AT SITE/ THE FOLLOWING WAS NOTED: �L-,ye-rKo-1 l,, Vw 4N,ie /G/- W 35 D.-/ S/le" '4!Z TN /9ce- De-ws, is 7�rz[--� � ,r3/a�a, �.r�d S /y1.�f't�r�.�/ .� ,(�/,�rCY i•c/ �li�/e� �a�L,>�s d- l' .r Ada IJ 7/:2,Lc1 c,,�rs/ �t n41 L mac/ i�;e) All -6,s/s COPIES TO SIGNED GENERAL TESTING T.ABORATORIES, INC. 18970 Third Avenue NE P. nx 1 S86, Poulsbo, WA 98370 CLIENT: J'Ack CONTRACT#: DATE: ,20 tvJPAGE_L OF I PROJECT: ("i41z PROJECT# 927 R REPORT#: CONTRACTOR: 0A SUB-CONTRACTOR- IN PLACE DENSITY METHOD: ( ) ASTM D-1556 M D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: FIELD DENSrTY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR LBI/CU'FT PERCENT OPTIMUM DRY WT PERCENT COMPACTION ELEVATION 1dr / _ 4 c- WET / DRY MOISTURE WATER% LBS/CU." COMPACTION REQUIRED j �� 3 3 rL7 1• •0 4.6 1 6•L 5 2- a 1 0 3 / 1,Z9. '7. 95. 9.' )•a 94.1- �/ �C /� C, 132-9 6 • 99•5 6 1y0.z 131.3 4 .7 I FIELD SUPERVISOR: SOILS TECHNICIAN: Gen1 DATE f eral Testing Laboratories, Inc. _ 18970 3rd Ave. N.E., P.O. Box 1586 ��� JOB NO. 7 PROJECT Poulsbo, Washington 98370 /z ✓.ash LOCATION / (360) 779-9196 CONTRACTOR OWNER T_ TiLc IBC ,u4�.c/ WEATHER TEMP. o at AM °at PM PRESENT AT SITE THE FOLLOWING WAS NOTED C7r"G illC"�2/1l /[%��iNG J�!-sue J//Y1 Ll1M14 1,C 11/.9j e q S 1j1Z rAl /Or- �4i]s3-�Fn I� I 2� 3 ¢¢�/�/�,sS cS• ��S M �Crit/•,3/ /S �J'�ACG'd q N o/�l t� -Yr1U eT pzv lee//a/c' Lrrc -f-LAJ.6 eAl ,c 1-kd 4f1e4 � ��. 4// L-xcrc�f� ;'s COPIES TO SIGNED - ^' t` GENERAL TESTIN 4BORATORIES, INC. 18970 Third Avenue NE P.O. Box 1586, Poulsbo, WA 98370 1 CLIENT: Sac _7,)A D.0 CONTRACT#: DATE: 1_o PAGE I OF r PROJECT: (�A,z i,�,ys� PROJECT# REPORT#: CONTRACTOR: SUB-CONTRACTOR: IN PLACE DENSITY METHOD: ( ) ASTM D-1556 (K) D-2922 MAXIMUM DENSITY SANDCONE NUCLEAR TEST METHOD: FIELD DENSITY LAB CURVE TEST DEPTH LOCATION VALUES NUMBER OR "S./CU.FT COMPACTION ELEVATION WET / DRY PERCENT OPTIMUM DRY WT. PERCENT 4-G MOISTURE WATER% LBSICU.FF COMPACTION REQUIRED ! A i 4o,2- 131.3 -L4-1 13 g 7 v.c 4. 1 y 3 13ld� 0 Lj f► 7, l Lf N_C' �33 Y o• 4.2, s I' f3/ L' �� 140.g 13 1.G 9 1335 4 /,;Z` 6.6 95.3 FIELD SUPERVISOR: 47SOILS TECHNICIAN: