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Geology and GeoTechnical Engineering Investingation - COM Engineering / Geo-Tech Reports - 6/23/2000
Johnson Car Wash, Restaurant and Laundromat, Belfair Mason County, Washington on Geology and Geotechnical Engineering Investigation June 23, 2000 prepared for: Jack Johnson P.O. Box 1119 Belfair, WA 98528 by: American Engineering Corporation 4032 148`h 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. Introduction . . . .. . .. .. . .. . . . . . . .. . . ..... . ... . .. .. ... . . . . . .. . . .. ...... . . . .. ... 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. Report Preparation . . .. . . . . . . . . . .. .. .. .. . . . .. .. .. . .. . .. . . . . . . . ...... . . . . . . . . . 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) i 9953-Geaah.ReporLwpd 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 H 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. June 23,2000(AEC#9953) 1 9953-Geotech Reportwpd GEOLOGY&GEOTECEMCAL 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 saaal 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 the second is till occupied and located on the north side of the property. Access to the existing residence of from a county road along the west side of the property. June 23,2000(AEC#9953) 2 9953-Geotech.Repatwpd 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. nor;.stripping of_the topsoil will Wing-- 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 I h rizontal or dipping slightly to the Tonal Outwash is near o t the Recess g Y side of the borrow pit indicates that Y PP g 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 Report wpd GEOLOGY&GEOTECHMCAL 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 pits did not encounter groundwater 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 23,2000(AEC #9953) 4 9953-cza«n.«poRwpa GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT 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 was 50 miles. Faiclting 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. Lurcls Cracking and Slope Failttre 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 23,2WO(AEC#9953) 5 9953-ceoeech.rep�.wpa 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 V,,= 1200 to 2500 fps. The seismic source type is B and the near source factor(N„and NJ. 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 t/z : 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 June 23,2000(AEC#9953) 6 9953-GeotcdLreport.wpd i 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 Coefficient of Factor of Safety Trial Density(y) Cohesion(c) Friction Static Pseudostatic Removal of Upper 10'of Slope 1 120 10 35 2.11 1.32 ' -........ ........... :;Y i•� •'t•:ti}\i:?�•. iv¢ti ..... :::?::: •,`'r•..r.}:. ,Q Midrained 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 7 120 100 35 1.77 1.21 A drained state analyses was indeterminate as slope is inherently stable at expected coefficient of friction(35°)and steepest slope angle(26.5°). June 23,2000(AEC#9953) 7 9953-ckzccd,-repacpa 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. Awaxamtaend orporatron he present 0"t durin g ftll ace a #u e if t b, jw art t sufidr rs 1t z antl 3 ez;a i a n earu; or � 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-GeotechrroorLwpd 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. :r=� � Ped andta + i�tNt '11rt 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. setie� ' CeatonFoer sddegao. r 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 CFR, 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 CFR,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. ^ 0_�IItal lY June 23,2000(AEC#9953) 9 9953-Geotechrcport.wpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT 4. Engineered Fill Layer e -.., a 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. - S. 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. # truetura� from the s � nz C�rb�t 4 � e x3'tes c .sln -34 1 4n � ip� ionSts(Appendix B)teeltere r �t ,ccierr�a aln the� ea� ttF VIE, ta�etQtum d sity. 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 jrt ` _� y x',o. rl 3 tz r � ��sptd t a P a e 'eHT Tda V corn 6etton gm .spread arri compacted`tn`ii€ts not eedn ,6 $ u�c m unctap Soils not passing the minimum standards identified in June 23,2000(AEC#9953) 10 9953-Geotechreporewpd GEOLOGY&GEOTECBNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT it;I 0 t these recommendations will be rejected, re-excavated, and replaced. m P W-4 01 N 6 v 0090 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 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 vi 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-C_-mech.rcpon.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 of surface water should not be allowed adjacent to any structures or pavement. Roof downspouts must be 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 44ch 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. June 23,2000(AEC#9953) 12' _ 9953-ceotecn-repomwpd GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT z Table 2. WSDOT Standard Specifications,Section 9-03.12(2) U.S. Sieve Size Percent Passing* 4" square 100 '/4' square 25 —70 N4 200 5.0 max. * All percentags y g`b 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 presented in Appendix B. These specifications are general in nature. Final specifications should incorporate all recommendations in this report. June 23,2000(AEC##9953) 13 9953-c`a"Lrepom"4)a 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 M.B-3 and III.B-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. anticipated use and loading. should be designed b a structural engineer for the p g However, the slab sho gn y g 9953-Gootedu June 23,2000(AEC►19953) 14 cPam"'0 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 'h 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-C�repomwpd 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. June 23,2000(AEC#9953) 16 9953-Geotech.Repomwpd L GEOLOGY&GEOTECHNICAL ENGINEERING INVESTIGATION JOHNSON CAR WASH,RESTAURANT AND LAUNDROMAT V. Report Preparation This report was prepared by RJ. Bielefeld,Engineering Geologist. This report was prepared under the supervision of a registered professional engineer of the State of Washin GUNDF �r o y � i Richa J. i efeld, CEG Einar 3 Eng' ering 'Geologist Principal �- (�- _00 Date: 4 - z 7-o o Date: EXPIRES June 23,2000(AEC#9953) 17 9953-Geotech.Repoa.wpd Johnson Car Wash Belfair, Washington Geology and Geotechnical Engineering Investigation Report FIGURES SECTION AEC Job #9953 l 0 U U 3 -SPI I r ,41 7 IWA fit �rl tk_ff L. Uil 3 41 Bute P�k L'Zo 3uz,! Ca C. PIERCE fit 00 0 �4: 1 302 7 302 leer 31 swch so. NA ro 3 tanF,4w ____ -_ - �77 3 J -fat S. 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SCALE: H. 1"= 10' 9953 sdwT V. 1 20a 1 s 2 EXISTING GROUND SURFACE SCHEMATIC ONLY 'r NOT TO SCALE i PROPOSED FINISHED GRADE PROPOSED FILL REMOVE EXISTING OVERBURDEN SOILS AND INCORPORATE INTO FILL COMPACTED ENGINEERED 2'-3' TYPICAL PERMEABLE MATERIAL FILL MATERIALS BENCH 4" PERFORATED BEDROCK MATERIAL PIPE (SEE NOTE 3) PERMEABLE MATERIAL NOTES: 1. PERMEABLE MATERIAL TO BE CLASS 2 2. FOR DETAILED RECOMMENDATIONS, SEE 6" PERFORA (SECTION 68-1.025) TEXT OF REPORT. PIPE TED STANDARD SPECIFICATIONS WITHIN THE FOLLOWING GRADATION LIMITS: 3. SUBSURFACE DRAINS SHOULD BE SIEVE SIZE PERCENT PASSING PROVIDED FOR EVERY 25 FEET OF 3' MIN. INTO BEDROCK MATERIALS. VERTICAL ELEVATION CHANGE. EX FEND KEY BELOW THE HIGHLY 3 100 COLLECTOR PIPES SHOULD DRAIN TO EXPANSIVE SOILS (EXPECT KEY DEPTHS 3/8" 40-100/ " 0-100 APPROXIMATE DISCHARGE FACILITY ON THE ORDER OF 5 TO 7 FEET). #4 25-40 #8 18-33 REQUIREMENTS FOR PLACING SUBGRADE #30 5-15 American Engineers a Planners a surveyors DRAINS & STRUCTURAL FILL ON SLOPES #�i0 0_� E ngineering 4032 14em Aw. HE �� OrporOtion R�d.o.,�,1, WA 90052 #200 0-3 � _ -- JOHNSON CAR WASH PHONE (425) 981-7430 fox(425) 8BI-7731 --�.- PROJECT NUMBER DATE FIGURE 9953 June 12, 2000 4 8" i J—BCLT ANCHOR 'c A TYPICAL FOOTING DRAIN LONGITUDINAL REBAR A A d \ A d Q A A 6„ 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 Engineem . Pkxw"ra . Survwan TYPICAL FOOTING DETAIL Engineering .oat uae+ Aa nF Corporation R""ai°' "A x JOHNSON CAR WASH v„DNE(425) Eel-7430 F. (425)W-77M � rcT HweER DATE RGURE 9953 June 12, 2000 5 l SLAB—'V—GRADE a 2" ,,CIS T SAND APPROXIMATE FINISHED GRADE E" COURSE GRAVE_ BASE e 2" SOIL LAYER — d , 'iISQUEEN MEME.;ANE \, di, .d./ Z-A. , •r• •y, =,, dad d /\� •• \ NATIVE SOIL, ►FOOTING UN0ISit;.-aED NOTE: THE SOIL SHOULD EE COMPACTED TO A RELATIVE COMPACTION OF 95 PERCENT. NOT TO SCALE ,,. �,�,,,.� s TYPICAL SLAB-ON-GRADE PLAN American Engineering 4= uan, A. XF- C orp oration R'""°"d MA 9°03� JOHNSON CAR WASH (425) W-qua A.(4=)esl-mi PRO,=NtAINR TIEU Flu Re 9953 ne, 221 2000 6 Johnson Car Wash Belfair, Washington Geology & Geotechnical Engineering Investigation Report APPENDIX A Test Pit Logs and Laboratory Tests AEC Job #9953 UNIFIED SOIL CLASSIFICATION SYSTEM Major Divisions �,f Iltr Description Major Divisions rf Itr Description dl Weil-waded gravel or gravel-sand II Inorganic silt and very fine sand, �GIIV.rI Imixmrrea,little or no Fines ML!rock dour,silty or clayey fine sand Silt I or clayey silt with slight plasticity s And Inorganic clay of low to medium Gavel I I Poorly-graded gravel or gravel �IGP sand mixtures, little or no fines Clays CL plasticity,gravelly clay, sandy And clay, silty clay,lean clay Gravely Silty gravel. ravel-sand-silt LL < 50 t GMI gc g Organic silt and organic silt-clay of Soils Imiztures Fine OL low plasticity I Grained GC grave:,gravel-sand-clay Soils silt,micaceous or Coarse i nitres 111111M�lnorganic ela ticsi eow fine or silty soil. Silu elastic silt Grained Weil-graded sand or gravelly sand. And Soils = I lnorganic clay of high plasticity, SW little or no tines Clays CH tat clay Sand LL > 50 .:` Sp IPooriv-graded sand or gravelly OHIOcganic clay of medium to high And 11 sand,liWe or no fines I plasticity Sandy Soils SMISilty sands,sand-silt mixtures a■ Highly Organic Pt Peat and other highly organic �{SC IClavey sand, sand-clay mixtures Soils soils SYMBOLS © Standard penetration split-spoon sample a' Blank casing ® Modified California (Porter)sample � Screened casing Grab(Cuttings)sample a Cement grout Water level observed in boring ® Bentonite Stable water level in monitoring well Q Filter pack Santis and Gravels I Blows per Foot Silts and Clays Blows per Foot Very Loose t 0-4 Very Soft I 0-2 Loose 4- 10 Sort 2-4 IMedium Dense 10-30 Firm 4-8 Stiff 8- 16 Dense 30-50 Very Stiff I 16-32 Very Dense Over 50 Hard I Over 32 Note(I): Penetration resistance values are recorded as the number of blows of a 140-pound hammer falling 30-inches required to drive a samriier 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 rtpresent the soil section obscrved at the boring location on the date of drilling only. American Engineering Corp. TEST PIT LEGEND JOHNSON CAR WASH 4032 148'Avenue NE • Redmond•WA 98052 Tel. (425)881-7430 • Fax-(425)881-7731 PROJECT NO. DATE FIGURE I 9953 June 12, 2000 I No A� 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. 0.0-6.0: 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% 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.... Bottom of test pit=54" 100' from Hwy 3; 200' from north Backfilled property line ....66.... ...84.... .....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 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 8 REMARKS DEPTH 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---- 24.0-48.0: 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•-- ....90•--- ...402... ------------ American Engineering TEST PIT LOG Corporation 1fAL JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE 4032 148th Avenue NE• Redmond•WA 98052 TEST PIT TP_2 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 8 CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS C PTH 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 36.... Some boulders No sample ....48.... ....54••- Bottom of test pit=60" ............ Backfilled ....66.... ....72.... ---84.... ....96.... ...4 02--- American Engineering TEST PIT LOG Corporation 1t� 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 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. 0.0-12.0: Topsoil; clay with trace of gravel, dark brown, organics .. Cl Stiff ....42-... 12.0-36.0: Clay, gravelly and sandy; wet, reddish brown, roots to 36", ............ cobbles and boulders ....48.... ....24.... Cl—Sc Very stiff ....30.... 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.... ..... 8.... ....84.... ....90---. ....96.... 102-- American Engineering TEST PIT LOG Corporation 1t� JOHNSON CAR WASH/RESTAURANT a 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 8 REMARKS DEPTH SOIL TYPE CONSISTENCY No. 0.0-6.0: Topsoil; clay w/organics; dark Cl 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---- ....48.... ........ TP-5-1 Bottom of test pit=60" Backfilled ....72.... ....78---- ....96.... ...4 02--- American Engineering TEST PIT LOG Corporation 1t� JOHNSON CAR WASH/RESTAURANT F PROJECT NO. DATE TEST PIT 4032 148th 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&REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 1.0-12.0: Topsoil, clay; roots, dark brown, moist Cl—OH Soft 6•-•- ....42.... 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---- Sp—Sc Very dense .....36..... No evidence of hardpan. ----42..... ---48.... ....60..... Bottom of test pit=60" Backfilled ....72.... ....78--- ...84-•- ....402••- American Engineering TEST PIT LOG Corporation 1t� 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 8 REMARKS C PTH SOIL TYPE CONSISTENCY NO. ).0-12.0: Clay, topsoil; Organics, dark brown, moist Cl Soft 6...... 12.0-36.0: Sand; trace of clay, moderate reddish brown, roots, slightly moist ----48---- ... ........ TP-7-1 •-•-24.... Sc—Sp Very dense ....30.... ....36.... 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.... ....84.... ...96--- ...402--- 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-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 (i PTH SOIL TYPE CONSISTENCY NO. 0.0-84.0: Sand, gravelly; gray brown, Within floor of GP ........... moist, fine to medium gravel ......6...... Sp—Gp Very dense No trace of groundwater seepage .....48.... ....24.... •-•30---- .....---.... ..-36---- Uniform soil to bottom of test pit ...48.... ----54.... ....60.... Trace of horizontal layering on thin discontinuous hardpan at 60" ....66.... ....72.... ....78.... ....84... Bottom of test pit=84" Backfilled ....96.... ...4 02... American Engineering TEST PIT LOG Corporation `tom JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE• Redmond WA 98052 NO. TP-8 Tel.(425)881-743D• 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 8 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. O.0-36.0: Sand, gravelly; moist, light Excavated at bottom of borrow pit ........... reddish brown, fine gravel 6..... ..--42---- Sp—Gp Very dense ....48.... ....24.... 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 -----60..... ............ No evidence of groundwater •........... ....72.... ............ ..•.78.... ............ I' ...-84.... Total depth of test pit =84" Backfilled ----96.... •-•402... ............ American Engineering TEST PIT LOG Corporation `tom JOHNSON CAR WASH/RESTAURANT - PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•Redmond •WA 98052 NO. 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 8 REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 3.0-18.0: 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--•- 18.0-90.0: Sand, gravelly; trace of ............ cobbles, moist, gray brown ....24.... 1............ ---- 36•--- �....42.... I Sc—Sp....48.... Very dense I1 1............ ----54.... Uniform sand for full depth of test pit I :. ---------- ....60---- No trace of groundwater ....72.... ....78...- ....84.... ----90..... Bottom of test pit= 90" Backfilled ---402••• American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT f PROJECT NO. DATE 4032 148th Avenue NE•Redmond WA 98052 TEST PIT TP-10 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&REMARKS ice) 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 ....80.... ....36.... Sp Very dense ....42.... ....48.... ....54•-- Bottom of test pit = 54" Backfilled ............ ....66.... ....72.... ....78.... ....84.... ....90.... ....96.... ...402... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT - PROJECT NO. GATE TEST PIT 4032 148th Avenue NE a Redmond•WA 98052 N TP-11 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: Sandy clay; roots; moist, reddish brown Cl Soft 6..... .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---- Sp Very dense ....36•••. ....42---- ...48.... ....64•--- ....60.... Bottom of test pit=60" Backfilled ....72.... ....78.... ....90.... ...402... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 1481h 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&REMARKS Cinches) SOIL TYPE CONSISTENCY NO. 0.0-12.0: Organics, trace of clay, black, roots, moist Cl—OH Soft ----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" ....42.... Backfilled ....48 ....54---- ....60--. ....66.... ....72---- ....78-•-- ....84.... ....90.... ....96---- ...402•- American Engineering TEST PIT LOG Corporation 1fAL JOHNSON CAR WASH/RESTAURANT * PROJECT NO. DATE TEST PIT 4032 148th Avenue NE • Redmond •WA 98052 NO. TP-13 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 CI 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 •- 36 Sc—Sp Very dense TP-14-2 -..48.... ....54.... ...60---- ....66.... .....2.... Bottom of test pit=72" Backfilled ....84---- ...96---- ..4 02... American Engineering TEST PIT LOG Corporation JOHNSON CAR WASH/RESTAURANT � PROJECT NO. DATE TEST PIT 4032 148th Avenue NE •Redmond WA 98052 N TP-14 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&REMARKS DEPTH SOIL TYPE CONSISTENCY NO. 0.0-6.0: Topsoil; Clay w/organics; Cl—OH Soft Cleared area moist, 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. ....72.... Bottom of test pit=72' Backfilled ....84-•-- ...90.... ....96•--- ....102.... American Engineering TEST PIT LOG Corporation `tom JOHNSON CAR WASH/RESTAURANT 0 PROJECT NO. DATE TEST PIT 4032 148th Avenue NE • Redmond WA 98052 NO. 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 8 REMARKS Inches) 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". ............ 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 Sp i Very dense ............ i No trace of groundwater ...60 I ............ ....66.... i ....72.... � Bottom of test pit=72" Backfilled ....84•--- ....90-•-- i 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 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&REMARKS DEPTH nc ) 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 Sp Dense TP-17-1 30.... 30.0-72.0: Sand; olive brown, moist, Transitional contact ............. trace of gravel ....36.... ....42.... Sp Very dense ...66.... Bottom of test pit=72" Backfilled ....84.... ...402•• American Engineering TEST PIT LOG Corporation 1t� JOHNSON CAR WASH/RESTAURANT F.___ -� PROJECT NO. DATE TEST PIT TP-1 7 4032 148th Avenue NE•Redmond•WA 98052 NO 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. 0.0-12.0: 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---- .---24.... 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 .....72---- Bottom of test pit=72" Backfilled ....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-18 Tel.(425)881-7430 Fax.(425)881-773 1 9953 June 12,2000 L 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 DEPTH SOIL TYPE CONSISTENCY NO. 0.0-12.0: Topsoil, duff; Trace of clay, Car wash location stall D (?) gravel, organics, black to brownish .. Sc Loose to black, moist .....6•••. 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=351 ............ c=0 y= 120 pcf ....48... . 54... Bottom of test pit=54" Backfilled --..66.... ----72---- -•••78•--- •-.90••-- •••96.... ....402•- American Engineering TEST PIT LOG Corporation 1f� 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&REMARKS D PTTH 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 •-••48.... ....24..... ....86.... Very high bearing y= 120 pcf 600 lb already on soils at 5 feet ....48.... ----54.... ....60.... ...66.... Bottom of test pit=66" Backfilled ....78---- ...84.... ....90--- ....96.... ..402-- American Engineering TEST PIT LOG Corporation 1f� 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&CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&REMARKS Inches SOIL TYPE CONSISTENCY NO. 0.0-12.0: Fill and topsoil; Clay with Laundromat location excavated in ............. swale to carry H 3 runoff. gravel, dark brown, moist, debris CI Loose � present ......6••••• , ....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 Sp—Gp [Very dense Y= 120 pcf 36.... rp = 35 40° Bottom of test pit= 42" Backfilled ....54.... ....60--- 66.... ....72.... ....78.... ---84--- ....90.... ....96.... ...402... American Engineering TEST PIT LOG Corporation -wAAL JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE•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 8 CLASSIFICATION SAMPLE TEST RESULTS AND COMMENTS DESCRIPTION&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 ....30---. Sp Very dense Bearing capacity> 3000 psf ....42-•- ..-48.... Bottom of test pit=48" Backfilled ....60.... ----66---- ....90-•-- ....96---- .-•402... American Engineering TEST PIT LOG Corporation 1t� JOHNSON CAR WASH/RESTAURANT PROJECT NO. DATE TEST PIT 4032 148th Avenue NE• Redmond WA 98052 NO. TP-22 Tel.(425)881-7430• Fax.(425)881-7731 9953 June 12, 2000 UNIFIED SOIL CLASSIFICATION rr INCLUDING IDENTIFICATION AND DESCRIPTION FIELD IDENTIFICATION PROCEDURES GROUP ISso INFORMATInN REQUIRED FOR LABORATORY CLASSIFICATION IE,[Iu0m SYMDKWUr-= TYPICAL NAMES ,par6c ter Ig,per!non 1 mcMs uM soanp 1roU.on\wul.malee.d.,nhl a �- DESCRIBING SOILS CRITERIA a o L. ��- Wdofmr Ivan fl E W.dt renge•e 1,on I,le and.ub...hoi amoana ,w 0 wu!Traded,,a:tea,p.o.el-send mule.•[; We Ien<ol nomm,ma.ote apre..male 6. Y f Ott oN ml.,meedff pert'Cle$,let Q Nile or no hn.l pa unison of\alb and gre•11,n0, tp t• F. - ISE 4: 1.10,en,ul.rlly•,wteca c.M.Ue., ;a C.• � eel...,ant.,d f and hardness of the soon•,1-11 a g Fred......14,one ..f•or a tong•of w� e'' Poorly ded pravol-tand mnlwn, z O/ ..�. oa r o•• pr elNf• IS1.I a geelapc nomd a,d other Not mee tin N f V a • _ r.ln some.list me0w le tuts m..f leg kNlo ano hilt - ' g. g,dOsUon ngauoreen la{w �11.'.' r••neenl ena,pi•a mfo.mel,on, s� 6 - -- ona aymeal m FormnlMM,. s j ;+ r Non oloah[I..., Dor,d•nf f-flon r.e<.duns Sony prorels.poorlf graded so-el-told- M Atpe,oup.n I,eue.'.•N^•, E se.r[e•m.l OM a,N molar.. i Aeo,,I A has.,ln �: ° —_ ---- — - --------- g N 8 a n L.,tn.n. pl eal.ae f and r as far wM..rwaen sal.Ida mlamnben . --•— me brd.r ln•eewa !Mill 1,^•t lint,d.nhl,[ehpn prec./ire, 0 Co.r•r ae..1.,poor lr graded gl•r•1 fend- {w.j a AIf•rba,g fweo.sbr••.•lone 9wnng see el dust TIC T,1.nl.l,r.lmn,door.•M r.m.lnl q '• ^ .,IN FI e11er Ilan 1 \rmkel[ Y ! . ' (, 11•Cl bal.rl A r.1.Y m,.lu,A& 1 1•.; or nn,,nn.n101q.,.e.\Ito•<OM.Ianf o 4 • a + end aanspm toter..ter.,h[t C = C.• 0 Grepfmr Ihsn{ Wde venom m glom uuf ona we.fanhol sw Well gndad&.ad,,,rovalty tends hNle or n �+ w { - P _ amewe o1 ou,il1s.n•..:n•ale,l,[I•ton no hoe, - _ 107] Bp•un on and s m . _ y ` Gal' u g o -_ Pneomtnonlly eM t.,.or II ron0e o1 films.ill ,T ;h Poorly graded fond, ravail,feedsells or [[Aril['• o tom.nlernseedl....es m,t„n, PSI no Ilno, silly man01 prarelly,o0.u1 ZO%lad, - e = Not neelmp o11 pradalroil regwmmeelt for Sol_ to-.1 or tote, ._.wa.n = 11 YJill qg M« • _ - f.nl,ouna,a oea Illsom tear sand IS a s r i • NOn-Yletf t Imo, It.,deetiticel.on proc•Oant All.,ear,Ends►st..'e Imm Above'A'fretsfretsadh p t` 3 �•, N.rl bf tort SM Slly land&,poorly[raid tad-0t m,tlutes p....coon.te Imo;about.ft rlo,s Fl F w ) +F f r - steel.hem..,Ih la.der&N•r.glh; g= . or of N\.Ingn o p1 Nlaeen•end e we "-a ---- .en compeclea.M morst 1.plot., g r t a. ;.Ty..e[•duet - $gg$¢ ;r all..,.$teed;A I � ! �& ..awinng w..a dual To L R�,f.hnmt Nor.dmbhceb.n pr.c.Dunt /C mots m eni, i AIIo M,a hmlll above line my.;: ` ( / r r a poe.fe g.aid.or.ddq m.awm Tt _ g an a efle.l E nr E rdn FI amoNr Iran r IDENTIFICATION PROCEDURES ON FRACTION SMALLER THAN N...O SI[rE SIZE 0.1 el.[NOfis OIL er A.Cl I...NNJose ` ICAUSNINO IREACIION ICONSISfENC, BcwA.cr[alstlesl 10 SHAPING! NLrIRAS1ICLMNII Inoroon.vas and very Imo tends,roll near,..If, tide Iep.[al nom., .d.l.f.degree and L . Nonni IA u.pnl arc,la if.. Non. ML or<ley.y I......as..Ih.rvhl pte,hc)1, cho acre,of plasticity,orso-1 And s g - E R .ne..mam ore a coons g.eina.colw n wet wnaddn,eaa d one,local or - - ---- - ' - q -- / laavd^m clap m Igo to m.e.wm rte.I,ede,weenieall., € ••�{ar.{„ :rtr�Tia:Cc.asL:rr j Mod,..le nyn erne fe very,I.. ur{,um CL geelog.name,and Mrhn•nl . yap,••••••Poet unyu ma.nr + -clot.,.ona,[tor.,flay clay$,lean Clar, — dncr.pl.ra,ele.ma,en,and ye,bal a� ` — yyyyIS _ n►oronlM Nf - _ .fir'`-_ _ .� 17 w Mpan.c HII,and organic SO 'fees el l.. ' -- - _-- - _- - -- - to711 SIIgh11.mad.- SI.. shohl OL _ - - - i a e mod,li 4 milt.-.larb.d,.,I,add - ,tile,mal,en _- -- - tl rn tlr vc I w m,t1•.IANII non,<Mf Hlenc y t w1O.lwr bad and,emold.d N•Io, ATshothl Tarred- St..to nun• slight le mad.nn MN lnorgan,Ynt, n.u...u.01 d.olomaIme..I... mo.,l.1.and 6.-a.C.Mll,.e.. D R ,shay a till,.ah,flafl,c,tilt - 3 or Ni n 3 Z [p ArFl[.• ( f 4• Nigh la very Mile Non. ".on -CH N Inorganic clays.1 h plostredy,la C-1�.a.�illr..n clays f ,bi shghlly shoots. cal. --- I j 1 Percentage tl I...\ona, •m .�It .- 77�-Zme � we an Job w ......I rdr IILOI real hate.i Iran IleYle 0-I • •a...a. old dry 11place,le•y1,W11 ►LASTICITY CHART Mod...to k,gk Nara.to Poor Ho. shgnl Ie m,aum OH I argon.c1.r.of m.amm y h,gh pollc,ty .••..•e••t••r w••...a•...••r.,.••.. HIGHLY ON IANIC fg1L a Reodrlr.aen/d..d b coo,,odor,,wrwr feel Ina /l Feel arm Other fr•ga.nuy ey hbror.I..Iw h.gh a organ,[ r eoan/err aetvl.ohons Se.h ppums..ng n...xar.St,n a I..group,or.dwTna.l or c b...l.en,.1 gro.e Iv.bah For uamole On GC,well groom•gr.rel told mulur..de cloy b„der .some 01-coon W INa.t[AS Am...Stu or•uL•r•r.oN-u.Nua.reu E AN lied HIe.on Ilu,mall.rf u s Standard I'IVAJI IM:l1'I'tf II:ATIIIM!'III w:V:llll'VS AIR FINV:(;NAINI:n RIIIN till MAr.TIVIts Tlnnn pmnrAura.Are to Im Inr(m,d wr loll•faun Nn. IIH.!,evil she 1n 1Icon.,oPptvalwelely 1/6I, In. F.-fl,ld cla:.at- 1'lenlion purpose,,, aarr.ninr Is nul. Inl.,n•Ied, aImlOy remve by hand the aoarne 1wertlalos Mimi.1ntarf,rs with the tente. DIIATANC (R.eeuon To Ahak[n►) MY:TNlrrru(Cr-h into rh•r.•Lnr lot ire) Ta,vuNt':c(Cunat.trney-or planar uNW All;,ro.lovind Mrl leled lmry,^r t1.ul Nn. LIl nlerr.I sr, prnpnra•pot After r wurinY.I'nrl lr Ina 1•rprr U.nn N., I,n•lava•1[n, sold After rnw.rinr tarllr.le, Iarlrr than Ll.r Ng. lrll.Inv.Bien, A Nw 1-1 of.all AIuuL one-half of w.I Dull rl th•col we of el..ut one-half euhlr I,r.L. AM manage •pA trot Boll lu Un roroletaney of I.nlly m,lAf nAs,,tar It loan call to of ee, 1.rolAnA b th.r reel Alenry of putty. It Lon dry, rater wet be anA.A renter If Ivnnnnnry to Mkn Ule tie ll ea fM nut lilt. sl.lakY, nn,nry. AI Inv I.Ir lilt Mn Ary r."I LalY Ivy o n, ales If ellalry, Un sprcl.nn shallot he arrrAA nut 1n•Lhln l,yer and allowed to lose aol. ,torn Lln pre 1. In Lhn^pen pnln of mil I.nn.l nrrl nl.nk.• nu.Ir.,Hr..allyr rnir.h'y lilt, n,wl Linn 1-^.1.ILn nlrr.y Lb Iry hrrnkl of n,es r,l nl.nry by nvntn,n 1.1 tin. Tin"IT,,nitride. In rn11.r, nut.I�r 1,ml n n eSo U.sn rfnn.or nr ^ I. n diners I n•nlrr il.n LI.m.A 1• llw•n .tr1Y InI.vl Rurou,lY•n.1-t Lln ol.lrar Iand n•.-I r.l+•.n. A tnnllyrl rv..111111'.hn L•n,•n Un fl ru;r rn. 7hln.1...•...01.Is•veil,. Mtn•nn Llw•onion Ill, •thrrn.l.1•nn4 non-rinht l.rh In sedan rnnnI L..f tin .1.nerusn,of valor nor the enrfnre of tin flat of Lt..-rl.nrar l.nr..el..,n..l Ity of Lhn ro11M.1.1 rrnrtllni1ee fni.IM m.al reroll,d rrl.n,L,•AIY. hnrllw; thin.m,lPnlntl„n Il.r wnlnlurr roll rot In/raAeelly whorls rl.Mll'A. In A Ilrnry r nnlalnury avl Lrrnrrs rlr,nny. Minn I.h,I nl0.aln,•d In l.hr null, Tln Ary st.-na/A 1r.r nsnnrn with n•.Inred arvl Mir Rw•rl•..,sLlffenn, Tinnily Innee Ill plxnllrll.r,•nI r ael,lan wl.rn the e•nyle Ir.nquxntnA he lwr•en l.l.n fin,,,%: tl.rt wetrr n,ul Ylnnx.IIaMq•rar b-raaxbr ill lilt lrlly, pl.nl.ln Ilmll. IA rrnrinA. fro.tin nvrfmr., thr pet stil'fnna, ..xl flrrlly IL rr,rk.nr nrml.lee, IIIPI.Ary kl.rv•ut'.I.h In rinrmn AerinLlr fur nlnyn.1'I.I.n rll r.,'^at'. Afl nr IIuI I.hrr,A erwed rn, Ih-pl,•rra.yw1A be 1wrywN Lerether Anil n•light.knnrlina art.ten Tow, r•pl.11 ly of At7maranre of rALrr Aur11M eMklnr A,xl of Il.nrd lnnp- A L,ypiral Ilulrr stir colt pon.enwen rally very ill 1pbt Ary rm,ll nand unlit U..Jury,rn,mhlect. p-rpnre donna equeetirlc*..Jet In 10.Ll fY ona LIa Chars M.r of tin alrrnrl.l,, :;Illy fill,...Is end ailt.l here.lout Lh,r same Tls• Lau/.her Uto thread near Lhn planl.ir limit And Lhr stiffs lln luny when It finally ena- flne. In■soil. el lrht Ary r.l.re ,nth,but an I,r I I.nauldlnd by Lhe feel his. tin.ere p.lrnt 1A MM col lolA,l slay fr.etfac In the soft. Nnalnnme of the thread To floc elnan eenda pigs the qutakept and Poet dfsllnal reartion rlmras whrIt powdnrinr 11, Arled mpecl.en, FI Inn ant f•c la Rrltty al Lbn pLslla lllaft.1 quirk ton of"her A. of tie loop Mow the plaatf.1 Wt IM1- s plaelln cloy Ito no repStools. InurFanlc silts, morh as a typtr&I rack where..s tsplcel ell.he tke one is feel of flour. rate alMher inorganic elay or low plasticity,or materials sari a kaolin clays{rd flourt allow►moderately quick reaction. err.Anle clays Mich occur below the A-lira. NttlIlly orErlle clays lave a very weak and spongy feel at the plane limit. u.S.sMVZ OPENL`1G Zi LYCHM I U.S.SgVB;1USURM I 1rlr 6 4 2 Z 1.1 1 214 Ir_,M 3 4 6 S IO 1416,II SO M So TO LO0140_W LC° 1-1'i l �� � I I I IIIiI 111 1 � I I I 111 I I I I) I i l l l 1 1 II ill 11 I 1 1 III I I I I I I I - III ll11111 I I � 111 III-! I 1 � Ililla I I IIIIIIII I I IIIIII III Illl! II I I flilirl f 1 1 ills l I Ill90 d1li I I 1111M I I I s° I I I IIIIIii !- I � illlllll 11= 1111�11 �1 I I IIIIII ! 1 I I IIIIII ! I I ! E_ ! I I I IIIiEI -I� i i � IIIIIIII I I IIIIIE �I I I !IIiEIlI I I 11111iI I I ill IIIIII ! I I IIII I II I I I III I I I I I IfIII l l ! I I !Ill ► j l I I N-° III IIIIII ! I I k IIIIII 1 1 11111h I' 1 111:11 ! i 1 1 IIIII ! 1 I I ! Fc l i i II III' l l i i jl l l ! I ! { HIM I I Ili:- R- III ill ! ii ! a ! ! i l �Il�li � � '' III � I '' ! I Iil ► � l �1 ► I illl! 1 � . I I i111 ; . l I i i ! ►- 111d ! I �.° ! ! I IIII1 � 1 . i!iili 1 III . 11I I llllll � � I I ►Illli � i I 1 H 11 I ! 11H 1 ! ; iE 1 _° III iiI!! III III ! ► ! 1l 11 X A I II11 ! I 1 IIIIII 1 1 1 Illdli i IllliilI 1 f hill I IIII ! + I I ►11111 I 10 II I 1111111i `= IIII ! 1 ! 1 1 ili ! II �� I II1�11 ! I I IIIIII ! ! 1 1 ► Ill:fl l l � � !IE11I' ► 1 1 Ili ! � I �; 1 1 , I . ' , I IIIIII , ► I ! ill i 1 i 100 10 1 0.. 0.01 O.:A', GZAl:f S�:.v'diL^.t`—ems I _ CRAVE I S YD I sue.-c1z C'-A crarse ^re Icrarse mediuni I Z:.e I .SDGC'.IIZQ ^.r.IIAG'.r20rI i C.3SS F :0II WC;, I sand I gSL't -sC V • i TP-1-1 I Gravelly Sand I - 1 37.5 156.9 I 5.6 i c I TP-2-1 I Sandy Gravel 52.7 141 .: ! 5.5 i American Engineering Corp. GRADAiiON CUR`l':S, AS-j-q D-42 JOHNSON CAR WASH/RESTAURANT 4032 148°1 Avenue NE• Redmond•WA 98052 Tel.(425)881-7430 • Fax.(425)881-7731 PQOJE�. :Io. I DATE IGv 9953 June 12, 20OG ( No A-2 •••+.+�c•a ... ...-Ae-A 1 u.4.QLA r 'IUmar:.a I 6 4 2 7 1.5 1'Ja Ir,, 3 4 6 s10 1d16,0 30 .0 ;0 M 1001.M a0 `I ' I " 90 11 1 IIIIIIII � iII ( IIII I IIIIIIIlI I IIIIIIIII I IIIlIIII - f l l I I Ilf I I I I I I I I I I {I� I I � IIII :II I I I I1 I I I I I III ! I I 1 1 1 i III llldII I i t IIIII ( I' I I 11III 11 IIIIII I I I Hill i s° III tl III i i !' I � II I I I I' I 11= I I I 1�1 I �l I I Il iI! I l i l l II I I I I ! I I I E_ ill I IIIII I I- I I I III I I it l 1 i 1151111 1 Ilia I i l I 1 III1111 1 1 j C'° I I I Illi l i i 1 111111 1 1 11H 111 1 1 1111111 j I I !IIIII ! I I E NEB I I I llllli ( l Ilill !I I t i1111 � 1 I I Illjll ! I I HIM I I I I F I I I 11IT I I i i ill I IitI I I I I I I I I I I I I 1,! 11ii l l !IIIII . I I I I I I di ! � i I, i = ! IIIIIII I I I�t' IIIi i I (IIIII . I I Hid iiI I! 11 ! I I I 1 11111 ! 1 1 1 11 ! ; i ! I Ifi � l ! ► I Illlii ! I 111 ! ! . i I I ! Illllll i i �li ! � i ! If III I I 1111 I ' ! E i ► I Illil ! � . Ill � ! I � � I IIII �1 1 1 - �IIIjii l l IIIII ► i I I Hr° I i 1 11i'i ! � ! � �" ►lei ! 11 I , IIII ! I I ial:,.i � � ! I ' IIII l l � I I i i I ►►:illy ! � iliili- i i llilii =, I !Irlf -i I IIIII ► i ! iiI Ill�llil � illll � l I ► I IIII ! I !II'jii � ► I !IIIIIi I j I° III IIIIIII I I k Illliill I ! _ IIII I I 1'III � I I llllll � I I I I i i Illlfiil ! � it IIIII i i illlil ! I �� II ! i t illlll � i t i ° III Illlllill = illlilll i IIIIIhI I jjl ' ! I IIIII ► ! ! 100 is i 0. 0.n1 0.00 CRALII S=N. 14M. zAr.--4 SAND 1 ccarse line Iccarse i aediurt � -7ne I SZ�C R Soe::-:�c:^.rtir�czaon I Ca F=d cn i WC 7. i F.C—mei i ss=d %sut %Cav • ! TP-5-1 1 Sandy Gravel I 159.8 137.8 I 2.4 TP-7-1 ! Gravelly Sand j - j 33.0 j 58.7 1 8.3 I I I I I GRADATION CLIRII-S, ASi t i D-4= American Engineering Corp. Al JOHNSON CAR WASH/RESTAURANT 4032 14a"Avenue NE• Redmond•WA 98052 - Tel. (425)881-7430 • Fax(425)881-7731 PQfl1EC'Vo. I DAn. ! o 9953 iJune 12, 2000 i 140 A-3 Q 1..rA►�M�i..j 6 1 I°° 2 I.S.— .S. I,/4 I!2?/R 3 4 6 s IO 1416,0 10 40 SO TO100140_W I I I ' 1111 I° I I.- �illl' III `I ' I " II' 111 '1 y ' ' II' III I I IIIIIIII I 90 II I Ilillllll � IIIII= III III11111I I (IIIIIIII I IIIIIIII - III II III I I I I I II I I I ! (I I I ( 1( I I I I III I I I I I I I l I l i l l III IIIIII I I I IIIII ! � I I11 �1 I I (IIIIII I I I IIIII I I I s° I I I Hill I i I- I Il III I III I I I IF I I II t l I l 111 l l i l l Il l l l l E_ III II I11 �1� 1 I � II I I I II I i l I I I �I I I !III{ 11 ► I I II I I I l I I I ° III I IIII 11 .I I I I I I I II I I i 11 H I I I I iII I I I I I I I I I i I i I I !II I { i11 I I 11111 1* I Hid l i ! I I !II I I i F III IIIlllll ! � IIIII : I ! I (IIIIII I I Ill�ili � l I IlII ! I � I l R i I i i1 ! I � � i iII ! ! i I i IIHill Al s 1 1 !. IIIIII ! i i1111 ! i l i IIIII I I IIIII ' . l i{11II i i 1 i i 1{I ► Il- ! III ! I I ! 1111 I I I III:{ I , l � III . I I: I I ! IIIII . I I IIIII � � I I III ! I I I iII I I I� ! �: I I ! i i i i ! I I I I I I �► I I ri ! � �I ! i I I l i I � l i l i l IIIIIIII ! !IIIII' ( I f IIIIII :► t I IIIII I illili . i l ! 10 I I I II III ( I I I �� it 1 1 1 !I I I I Ii l l l l �l l I II t� l I i l I i1I I I i I l IIIII I I I i IIIII II fl { IIIII I I Hi i ; I I ;IIIII i t ° l i t I l H I i I I - l I I I ! !I I I I 11•( I I I �! I I I I ' t ' ` i I IIIIII i t 100 !0 1 0. U.01 O.a tits(=- C�3nU Gic.-_y__ SAX7i i IM7 CR(-- AZ I caarse 77ae caa=e i medium i Zae Socci= : WC:� 1 scrr+a i ssac %sa "s .;v 00 TI TP-10-1 ! Sand ( - 114.9 1 71 .1 I 14.0 M I TP-12-1•. ! Gravelly -Sand I - ! 43.5 ! 52.1 I 4.4 GRADA'P_'0N =V'�, AMA D-ir American Engineering Corp. JOHNSON CAR WASH/RESTAURANT 4032 148"Avenue NE • Redmond •WA 98052 Tel.(425)881-7430• Fax.(425)881-7731 PROJEC.No. I DA�G I FIGtS:L� 9953 June 12, 2-000 U-L S>TY OFEN`(G V D(CM I V.S.51ra NtUBM too 6 4 3 I.S I'1/s Ir-,�� 3 i 6 1l0 1a14'ZQ 30 :0 1001-a0 ga I I I 111=1111 I � i i ! I if l I I II I i l i �l I I I I II I I I i l I(I I I I I I I III Illi! IIII � Illllfl • 1 I Iflll �ll I IIIIiII ! I I IIIlilii 1 s° III hill ! 1 1. 1 II I I I I' I 11, 1111] 1 °1 1 1 il11 I I I f I II I I I I ! I I CII I Illilill Illlllil. I I II! ! II1I I !II!fl ! II f Iliiliil I ° III II!i! li I I II! lil i I i 1WIi1 1 1 11iIII � I I illlil ! N III Illili I I ►1! II ! ! l II111 ' 1 1, I ►11 ! li ' I I illl ! . r'° 1 i I III=! III i � Illlli ! ! i . IIIIiI � I I Illiii � I ( IIII ! j I I N i i l !Ili! I l i ilill : I 1 Illij..l I I I1I11 ► . i t ill ► i ' I 1111 I i ' !i ! l l 1 iii ► � j l i I !!I1 ; i i1111 I I I il! I F P Ii1 ! jll I I !III 1 1 IIII � . ! iliii I ill ! ! ! i j ! ii li I i Midi i ! il ( 11 ! I I Iid r° j l ! I Ilia j i i ! �� it I I I ! i j l I(i � I I II I�i ! i � l � 'll I ' � ► 1 i ! i I Iiil l ! I !II I I ' I f !1111 ► , ► IIII I I 1 11111 ! 1 1 :° I I ! III�IiII I IIIIII� I ! ! !I ! Ii ! �' ! ! IIIII ! ►I11 ! ' I i l ! il!�11 ! 1 i - illl ! i� i l i Ililili I I , c. ii I I �III ! i . I I i p i l l Illalil i - !IIII !� I l i Ii�lllli I I I `; ! ! ' I I il( II � ► i ICO i0 1 p.: p.;I 0.a v CC�fiL.= i � � - rarye -ediur.. I Zae I 1 Scec^�:c�.�.-:.-..•iea I Cass=r Ca I WC;, C.:.m ZCaac I 3.iu: gGv • � TP-14-1 ! Gravelly Sand { - j 45.3 147.6 I 7.1 c ; TP-14-2 ! Sandy Gravel 1 - 14F.5 1 47.5 i 4.0 American Engineering Corp. GRADATION CL `T,=�, A-S TIM D= JOHNSON CAP, WASH/RESTAURANT 4032 148"Avenue NE- Redmond-K. 13052 Tel.(425)881-7430- Fax.(425)881-7731 pgp7EC'Vo. I DA;c I FIG,�2� US AT:Vc CP=-A4ING V WCil a I V.S.sWM.4uuR= 6 l 3 = 1.5 I I7=,/R 3 4 6 1(0 14I6,Q 10 ja 10 ro ICC.�aO `C° I I I I III=1 111 1 � i`i 111= I I I Il I I I I �l I I II111 I I I I I II I I I l l l l - 11 1 I I ICI 111 1 � I I I I I I-I l i II I I I I °1 1 I I I I�1 I I I I ! II I I I I ► 1 1 so I I I II III I I I I I IIIII , � I I I I I �l I I II ICI 111 1 I IIIII ! I I I III Illllii !- 1 � Ililll� { I - IIII�II :1 I I IIIIIII I I IIIIIII I I R I I I IIII I .I- I I IIII I .: I I 1111 -1 1 1 11II I I ► I I IIIII { I { 1 III Ili=I l i i I Il l l i l l 1 III IIII II { I l l i I I Il l l i i l N III Ill�liil I k ilil ! I� I I IllII { ► Ill� iil I I illli � � a I g � 1 i I iIiJIIii jlllllsi i t llll l � I I IIIdIill 1 111111 ° 1 1 P. � •^ I I ! � Ill;i � � � IIII " I � IIII , I I lilil I I .II { ! . I _� � I � i. IIiIii1 jllll �� 1 I I IIIIII IIIII ; . I illll ! � 1 I ! :'I ;'': ; II . - II ; I ; i 1 III ► ► ! I IIlill ' ! I i!III . I � •' 1 I I I lil�lli l ! _ jjllI I I MINI .; I Ill��li ! I I � IIIII ! I _^ I I I ilil ! I �� F Illii �� I 1 i it{ IIII I I Ilrll � -I I IIII { � � . w I I I i11ii I ! !IIII I I III { ! 1 I I IIIII I ►IIII : i t a l l l IIIIII I I iiiiiP 11 1111111 I I I II ' I I ililil ' III II! Iliij r Ijlliii i {IIIiI ; I I II I ; ! I I .IIIII . : l aIII Illili 11 = illll � l l i IIIIIIIII llllill I I Illll 100 (0 i 0. O.O I 0.:( 1 !CC cL.: i _ C3.;v�_ � S�u� i, SM7 CR c:•, 4=2iC arse I medium I TII� WC;, i ;C.:.+c i ss=c ! 5---ut csGv TP-16-1 I Gravelly Sand I - 127.1 1 62.8 I 10.1 e ; TP-17-1 •- Sand I - 115.4 1 77.4 ! 7.2 i I I I I 1 I I I I American Engineering Corp. GP-1-0AT=QN CURV-J, AS D!2.; JOHNSON CAR WASH/RESTAURANT 4032 148'"Avenue NE • Redmond •WA 98052 Tel.(425)881-7430 • Fax(425)881-7731 FRCIEC'Yo. I D.,rtt I FIGUMIS _ T 4 5—I J—zw Ju I I :LSArl r KUM AAK I t5 I 1 NU L.A6 IN.,. uGSCti 15aQ I SIEVE ANALYSIS A.A.R. TESTING LABORATORY, TNTC. FILE NO.: 99-123 P.U. BOX 2523 REDMOND. OVA. 98073-2523 LA13 NO.: 172 (425) 881-5812 (425) 881-5441 Fax DATL-: 5/19r00 PROJECT: JQHNSON CARWASH CLIENT. AM.E•NG.CO" 'MATERL-1L: BFUN SILTY SOIL SOURCE: TP-1.1 IPLED BY: R.j.s DATE 4/26.'0G SAMPLED: SCREEN PERCENTT PASSING SIZE SAMPLE SPEC ir4 62.5 #10 .'.9 r 0 27.1 i #200 5.6 SPECIFICATION: NO SPEC REMARKS: CONFORMANCE TESTCD 111: MIKE HOLTZ NON CONFORMAtNCI; CALCULATED 11Y: MIKE HOLTZ CHECKED 11Y: A.HALE GE*NrIkAI.GRADING sG:'sEivf(s.001 DR ;Et\b WAS11IXG sampliAg $�IHtig 1 ASTm C:33 ASTM C.117 ASTM C136 ASTM D1140 D75 C702 I THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING _ABORATOR`!,INC. C:'SU1LS-LABTlNA L`,C l'O.F.DOC l 5-19-2000 11 :25AM FROM AAR TESTING LAB INC. 4258815441 P. 8 SIEVE ANALYSIS A.A.R. TESTING LABORATORY. INC. �'" `'` " �. :s., P.O.BOX 2523 REDMOND,WA. 98073_2 173 523 `: �, ;�ABiItl'' (425)881-5812 5/19/00 ° 4 � 44 �A ( 25) 881 5 1 Fax ...._....._...,.�. PR0IECT JOHNSON CARWASH CLIE...... AM.ENG. CORP MATERIAL RE DISH SILTY SOIL SOURCE `•. ... ^y>., TP-2-1 S A��ifP#ED BY R.J.B DATE sl3rou l :..,. .._..:. S 1vIPt 'p :ra... SAwLE Sp O #4 47.3 #10 36.8 #40 17.6 4200 5.5 SPCIP IGA 1014`i=;> NO SPEC TrsTi:n BY: MIKE H01.T2 ON CQ+Tf.O CAIXUI.ATEDSY: MIKE HOLTZ CHECKED BY: A.F•ALE .>t 1FIcnLazna,�a 1+7SSEf�o(►aoo� �x n� }},+setIN Sa�onpdtng' Sptittws ASTM C`33': ASTJk�Cli7 tSTM C136 ". ASTMi�Tl41)k D75 CxQ THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT IN FULL,WITHOUT THE WRITTEN APPROVAL OF A.A,R.TESTING LABORATORY.INC. C:'•SOII.S-Lat3'�'lly AUC 196-f.DUC 5—1`J•—LWWW 1 1 :LbAM t-t{UFI AAK I t5 I IINU LAti IINL;. aL5dt$1!-)aa I P_ 6 SIEVE ANALYSIS A.A.R. TESTING LABOPATORY-,INC. FILE NO.: 99-123 P.O. BOX 2523 RED.MONTD,WA. 980 i 3-2523 LAB N0 1 (425) 881-5812 (425) 881-541'+'1 Fax DATE: > 19r'00 PROJECT: JOHNSON' CARWASH CLIENT': ANI .EEG.CORP ATERIAL: BRN SOIL W`AGG SOURCE: TP-S-1 SAMPLED BY: R.J.B DATE 4.26/00 SAMPLED: SCREEN PERCENT PASSING SIZE SANIPLE SPEC #1 40.2 m10 26.8 #40 10.6 ;•.200 i 2.4 I SPECIFICATION: :NO SPEC REMARKS: CONFORMANCE TESTCD BY: MIKE HOLTZ NON COtNFORIMANCE C&LCULAX0 BY: NUKE HOLTZ CHECKED SY: A. HALE GCVEItaI rixnuin6 Rcr�.,ry ;*.7�i) nKr sE::'E :VAStI1NC Sampling Splittin" ASTM C33 ASTNT C117 ASTNI C136 ASl'1z D1140 p;5 C702 THIS REPORT SHALL NOT BE REPRODUCED.EXCEPT iN FULL.WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LABORATORY,INC. C•.iUllS-Li1t3�FINnI:d':36-P.UUC 5-19-2000 11 :26AM FROM AAR TESTING L46 INC. 4258815ad1 P. 10 SIEVE ANALYSIS A.A.R. TESTING LABORATORY,INC. FILE NO.: 99-123 P.O. BOX 2523 REDN1OND. NVA. 98073-2523 LAB NO.: 1-75 (425) 881-5812 (-425) 881.5.441 Fax DATE: 5;19104 PROJECT: JO'-1NSON(ARW ASH CLIE\T: AIWENG.CORP 1IATERIAL: TcEDISH SOIL SOURCE: TP-7-1 S���ipr rnv: R.J,B DATE , 2Gi40 S. (PLED: SCREENN PERCENT PASSNG SIZE- SAMPLE SPEC 4 67.0 �10 51.1 w40 294 I 00 8.3 r2 SPECIFIC ATION: NO SPEC RE'TARKS: CONFOIt IANCC TEITFD BY: ,MIKE HOLTZ NON CONFO"L•'i`CE C.ALC LATED BY. MIKE HOLTZ CHECKFD BY: A-HALE f CANCRALGRADIN v.'ETMVE{ WAS:1LM:v �]r:171iQ Spli[tino j AS'TNI C33 AS rm C117 ASTM C136 ASTM D1140 D77 C702 THIS REPORT S.-iALL NOT BE REPRODUCED.EXCEPT IN FUL:,WITHOUT THE WRITTEN APPROVAL OF A.A.R. TESTING LaSORATORY,INC- C::SOILS-LA0',GINAU--C I3G-F-DOC 5-19-2000 11 :26AM FROM AAR TESTING LAB INC_ a258815441 P. 9 SIEVE ANALYSIS A.A.R. TESTING LABORATORY, fNC. FILE NO,: 99-123 P.U. BOX 2523 REDMOND,W A. 98073-2523 LAB NO_: 174 (=:25) 881-5912 (425) $81-5441 Fax DATE: 5/19100 PROJECT. JOH_NSON CARWASH CLIENT: AM .ENG_CORP \1ATERI.,%L: GRAY FENE SAND SOURCE: TP-10-1 SAMPLED BY: R.I.I3 DATE 4r26100 SA-'vl?LED: SCREEN PERCENT PASSING SIZE SAMPLE SPEC na S5.1 710 1 8.9 ' ..40 62.3 r200 14.0 SPECIFICATION: NO SPEC REMNRKS: CONFORNIAINCE TESTED HY: MIKE HULTZ NON CONFORMANCE CALCULATED BY- MIKE HOLTZ CHECKED BY' A. HALE GLNERAL(,RAO:NG Y:GT aL•:�'G(�_W! ORY 71 T t wwgHiN<; Sampling splitting AST�1 C33 1 ASTNI C1 I7 ASTNI C136 ASTivi D11140 D75 C702 THIS REPORT SHALL NOT BE REPROOUCED.EXCEPT:N FULL.kNI T ROUT THE WRITTEN APPROVAL OF A A.R_TESTING LABORATORY,INC. C':'SOILS-L U\ .FINA1!(':3h-F.DOC 5-19-2000 11 :27AM FROM AAR TESTING LAB INC_ 42588154dl P. 11 SIEVE ANALYSIS A.A.R. TESTING LABOFL.1TORY, INC. FILE N'O,: 99-123 P.O. BOX 2523 REDMOND, WA. 98073-2523 LAB NO.: 1116 (425) 881-5812 (425) 881-5441 Fax DATE: 5/191U0 PROJECT: JOHNSON CARWASH CLIENT: AM_ENG. CORP `iATERL\L: BRIM SILTY SOIL W/AGG SOURCE: TP-12-1 SAINIPLED BY: R.J.B DATE 4,26.00 SAMPLED: SCREEN PERCENT PASSING SIZE SAMPLE SPEC #10 13.� 140 29.4 ' ,=200 4.4 SPECIFICATION: NO SPEC REMARKS: CONFO"IAI CE TESTED MI: MIKE- HOLTZ ``ON CONFOPUNIA.NCE CALCULATED BY: MIKE HOLTZ CHECKED BY: A.H ALE C.LNIiKAL 6KAI)IMi err-::rf�'Ef;;:L.)) DRY SGSt'Z w.axHi�C' Sampling Splitting As•rTv1 C33 ASTLNI C117 AS'Dl C136 AST74 D1140 D75 ('702 ; I THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT IN FULL.WITHOUT THE WRITTEN APPROVAL OF A_A.R.TESTING LABORATORY,INC C:'SOILS-!AB'd=1NAl_1C13&F.00C 5-19-2000 11 :23AM FROM AAR TESTING LAB INC- 4258815ad1 P- 2 SIEVE ANALYSIS :.... A.A.R- TESTING LABORATORY, INC. klI;:E:i!1Maa . 99-123 P.O. BOX 2523 REDMOND,WA. 98073-2523 167 (425) 88.1-5812 r425) 881-5441 Fax 5/19100 PR03E T ;`v° > JOH ISON CARWASH CI 2E1 T p;N; ; tJ; AM.ENG. CORP REDISH SOIL W/AGG MA'IERtAi ; . z` OURG TP-14-1 SA1�9PI:E17BI'... R1.B DATI" ".-ta' ''F>< 4/26I00 „.>•. SCU£N <PERC]EN- ; PASSING; S 4:'�IPLI:� SPEC. #4 54.7 #10 43.7 #40 25.3 #200 j 7.1 SPECYFICA3'I©N:: x : _ NO SPEC r 2•n TMED BY: MIKE HOLTZ I�Qi!:�CO1�iTQll !i CALCULAf1rD BY: MIKE HOLTZ C'M KED BY: A.HALE 7E.VL'ittll.GRlfltaV 1t'E''SEIYL{S 2,b; DRI SFit_ ' �;AS'HLYG luu� ASTM C3 ASltii Gtl? Y X,ST1ti1C13b A5111iD1.144 D75 G'702 ..,<..., THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT IN FULL,WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LABORATORY,INC. C:60U,$-LAH,aNA1\C136-F.I)o 5-19-2000 11 -2dAM FROM AAR TESTING LAB INC. d258815441 P. 3 SIEVE ANALYSIS ,1.A.K. '['1✓S'fTNG LABORATORY, INC. FILE NO.: 99-123 P.U. BOX 2523 REDMOND.WA. 990 3-2523 LAB NO.: 168 (425) 881-5812 (42j)881-5441 Fax DATE: 5119.100 PROJECT: JOHNSON CARWASH CLIENrT: AM.ENG.CORP MATERJAL: FINE SAND �x'i AGG SOt,RCE:. TF-14-42 SAMPLED BY: R.J.13 DATE 4r'_b:UO SAMPLED: SCREEN' PERCENT PASSING SIZE SANLPLE SPEC -4 51.5 lU 42.2 = 0 24.0 >r200 4.0 SPECIFICATION: NO SPEC REIN1AIZKS: CONFORNIANCE TESTFI)RV: MIKE HOLT7_ NON CONFOR;NIANCE CALCULATED BY: NIIKE HOLTZ CHECKED BY: A.HALE OFNI ERAI.URADIN(i fT SErvE(n:oc� DRY jL �V:F= AWiING $3a?plin3 Splitting ASTi`i C33 ASTyI Cl 17 i AS'Clt Cl:C13G aSTivi D140 p7; '.� i C7o3 THIS REPORT SHALL NOT BE REPRODUCED,EXCEPT IN FULL,l-VITHOUT THE WRITTEN APPROVAL OF A.A.R. TESTING LABORATORY,INC. C:'SOILS-I-A D\171 NA L'%C:36-F.no(' 5-19-2000 11 :24AM FROM AAR TESTING LAl3 INC:. 4258815ddl P. d SIEVE 4NALYSIS A.A.R.TESTING LABORATORY, INC. FILE NO.: 99-123 P.O. BOX 252 3) 169 REDMOND, WA. 950;'3-2123 LAB NO.: 426) 881-5912 �425) 981-5441 Fax DATE: 6/19'00 PROJECT: JOHNSON'CARWA514 CLIENT: A-M-EN- 6-COS MATERIAL: RFDISH SILTY SOTL W. AGG SOURCE: TY•16-1 S.INIPLI D BY: R.J.B. DATE 4r26:00 SAMPLED: SCREED I PERCENT PASSLIG ST: I SAMPLE SPEC 1 =10 61. , .440 39.0 F200 10.1 SPECIFICATION: NO SPEC REMARKS: CONFOR.MA,NCE TESTED BY; NIIKE- HOLTZ NON C C) ORti1ANC F. CAI.CIILATEU BY: MIKE HOLTZ CHECKIRD 13Y: A. HALE G uEKn�GkADIN. :•'CT SCwr(4 24�C) SKr t,VE t4 ASKING Sampl:ne $�litttt:e AST-1 C33 AST C117 AST11 C136 r1STlvl 01140 pig C702 THIS REPOR 1 SHALL NOT BE REPRODUCED,EXCEPT IN FJLL.WITHOUT THE WRITTEN APPROVAL OF A.A.R.TESTING LABORA,ORY,!NC. lNA L'.0 I;6-P.UOC 5-19-2000 11 :24AH FROM AAR TESTING LAB INC- 4258815441 P. 5 SIEVE ANALYSIS A.A.R. TESTING LABOKA"I'ORY.INC. FILE NO.: 99-123 P.O_ BOX 2523 REDIN40ND,OVA. 98073-2-523 LAB NO.: 170 (425) 881-5812 (425) 881-544I Fax DATE: 5/19;00 PROJCcT. JOIINSON CARWASH CLIENT: ARd .E\-G. CORP MATERIAL: FINE SAND SOURCE: S.,\MPLE-D BY: R.J.B DATE 4/26 00 S AIWLED: SCREEN PERCENT PASSING SIZE SAMPLE SPED i~4 84_6 7:10 79-6 =40 62.6 4200 7-2 SPECIFICATION: No SPEC REITARKS: CONFOWNIANCE TESTED 13N'' MIKE HOI,T7_ NON CONFOP"NIANCE El CALCULATED BY: N•11KE HOLTZ CHECKED BY: A.ILUE rN�.ie ei c,¢anixe .vrr SiovL*(.v_os DRY SE•IV6 BIANRIN(I Sampling Splitting :1ST v1 C33 ASTNI C 117 AST�1 C136 ASTM 01 140 075 C702 THIS REPOR-SHALL NOT SE REPRODUCED,EXCEPT IN FL;L:.WITHOUT THE WRITTEN APPROVAL OF A.A.R-TES71NG LABORATORY,INC. C::\SOI:S-LAA',FINAU.Ci3G-F DOC' r• 2 1�OISTURE_DENSITY RELAT IONSHIP TEST Froject no. : 99-123 Curve NO. : 194 Project JC:.\jS0N CAR�1 � IASH Cote:occt ion,: T-_i _a� pTT i o.,i0ept!I . �@�#mcrkS; 7_SrEpiCA_��L:-EO BY ,,.Ho_TZ REyrCh'E^ BY A-MALE MATERIAL DESCRZpTION Upscri�t 'Om ; - iNE SAND w/ AGG c!ossificotic rntc t . tit USCS o S AASHTO: L: qui.0 Limit = S`'"r' = 2.64 9>>> No. 4 - 3. ':, pros" :city 2ndex ,., TEST P_SU! Tc Cx,m dry den.; ty c 105 -� ld- Dtimul ToiSture a e 7 .6 pCf f est specificctic' I I I I AST'+ C 1557-9, o, Oversize ' oceCure A. i.e�Cified v I Correction ooplied I :o fino � results j I � 120 I i I I r 1oc7- SATURAT` ! ! ! pC.R CURVES I I i I Sa 1'EC. EcUA L TO: I a t 10 2.8 I ! 2 7 2. 5 100 90 I I ! I I I l i i � lilt I ! I I I I I r I I I I I t 70 I I I I I ! ! i t I t I t _ � i O 5 I I 1� 15 20 I I 25 30 water 35 <0 Con-:en t A.A.R. Testing Laboratory. Inc. �— Plate MOISTURE-DENSITY RELATIONSHIP TEST Cu r\,a no. : 177 Project No . : 99-173 Date: 5-22-1900 Pro i ect : JOHNSOIN CARWASH Location.: CCRSZ- ?IT E!ev/Depth: Remorks: TESTE0/CALC'JL=7:ON BY M .HOLTZ REV;EwED BY A.HALE MATERIAL DESCRIPTION Oescr ;ption : TAN SAND W/ Ar3 Clossi f icot Ions' USCJ' AASFITO: Not . :Joist _ Sp C. = 2.64 L:quid Limit P!csticity index - 7.> No .4 TES' RESULTS P.4cx ;•.urn dry dens i t/ = 128. 7 pc' Oc: �M�n moisture = 7. 1 1A0 Test specification : ! AST M O 1 557-9 1 P rocedu re A. Mod i f i e ! i 150 Cversi _e correc l u tion appe-- to final res ! ts 1 i I I 1 20 I I I i I l i r 100% SATURATION CURVES FOR SPEC. CRAV. EOUA L TO: ! I I T I 2.8 2 .7 a 110 I ! i l i I 2.6 10O I ' ( { I ! S 70 0 5 10 15 20 25 30 35 40 Wcter content . 70 Plate Nn A.A.R. Testing Laboratory , 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. a 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 noti&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 Any 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 cenif_r 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 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 work. II. 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 tests 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 density of the same material as determined by ASTM Test Designation D 155 7-78. 1AManalWPD0CS\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 backfilled 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 tuts.hummocks, or other uneven surface features shall be removed b-,.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 Geotechr ical 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 D 1557-78. 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. 1AMana\WPD0CS\EARTHWRKSPK B-3 APPENDIX B VUL 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«-ith 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. 1AMaria\WP1)0CS\EARTHWRKSPK B4 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 I 1 \ \ \ t 2 136 1 \ \ \ \ \ -1---- -L_ - — -3- - -- - ---- 132 1 6 \ 5 \\ 128 7 _1 _ .__\. . \. I 1 $ 1 \ \ 124 --- - -- .... 10 I 11 —120 116 - ---- ---- .-. _ --- ------- -- -- - .._ ............ -- _.------ - ....-. ------ - ..---- --- ----- (0.0) 112 108 SLOPE HEIGHT - 22 FEET SLOPE ANGLE - 26.5 DEGREES American Engkoews . Phnwwm . S„ry.,yw„ CRITICAL SLIP CIRCLE E ngineering 4Ro3W2146 wA WE Corporation JOHNSON CAR WASH PHONE(425)W-7430 FM(425)iil-7731 PRO.ECT NUMBER GATE SCALE RGURE 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 to of slope,tank installation. pcfdry 120 cfwet 130 phi 35 tan Phi 07 10 0.2 Slice No. theta cos Theta sin theta I+L/2 w+W/2 Area Weight Ne Td NeTan Phi Cohesion Thickness Length CBL Lat load x Td+ Ne-x Tan Phi Tr+ 1 56 6559191 0.82904 6.8 0 14 0 0 0 0 10 1 6.8 68 0 0 0 0 0 2 50 0.642786 0.76605 5 0 22 0 0 0 0 10 1 5 50 0 0 0 0 0 3 43 0.731353 0.682 5 0 28 1360 994.639 927.5195696.2476 10 1 5 50 272 185.5 198.93 1126.4474 566 3948524 4 35 0.819151 0.57358 5 0 32 840 688.087 481.8052481.6609 10 1 5 50 168 96.36 137.62 619.4226 414.2081937 5 29 0.874619 0,48481 5 0 34 4080 3568.45 1978,02752497.912 10 1 5 50 816 395.6 713.69 2691.7167 2220.988398 6 22 0.927184 0.37461 5 0 33 3960 3671.651 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 22,611 431,41 544453891 1494 101417 10 5 0.9961951 0.08716 51 0 71 840 836,804 73.211 585.7625 10 1 51 50 168 14.641 167.36 575.5129328 575.51293 11 10 1 0 0 0 0 0 0 0 101 1 0 0 0 0 0 12 0 1 0 0 0 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 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 0 0 0 0 0 0 0 10 1 0 01 0 0 0 19 20 0 9985.6672 12102.9338 575,51293 Totals 6434.729 73.211 13014.05 518 SFstat=Si ma P+si ma K+Sigma U sigma J 2.114351 S F Pseudo static=Dynamic ResistingForce=CBL SF D n+Si ma O+Sigma T+Sigma U/SI ma S Johnson Carwash Divided b the D namlc Drivin p9953 Force S F.= 1.321538807 Page 1 Slope St. 4nalysls,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, S Analysis Present Conditions,Undrained, d 120 iwet 130 hi 35 tan Phi 0.7 Cohesion 10 MThickneo. Slice No. theta cos Theta sin theta I+L/2 w+W/2 Area Weight Ne Td Tr NeTan Phi Cohesion 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 6.8 68 336 278.E 187.89 1580.6734 462.6186885 2 50 0.642786 0.76605 5 0 22 2640 1696.96 2022.361 1187.869 10 5 50 528 404.5 339.391 2381,7518 904.7381028 3 43 0.731353 0.682 51 0 281 3360 2457.34 2291.519 1720.141 10 1 5 1 50 6721 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 51 50 768 440.5 629.11 2831.6461 1893.523171 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1 1978.027 2497.912 10 1 5 50 816 395.6 713.69 2691.7167 2220.9W398 6 22 0.927184 0.37461 5 0 33 39W 3671.651 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 3593.241 962.809 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 3081.591 488.0767 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 2157.041 113.0459 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 0 0 12 0 1 0 0 0 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 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 0 0 0 0 0 0 0 10 1 0 0 0 0 0 19 20 0 17796.856 15782.53917 575.51293 Totals 12934.61 73.211 17603.63 518 SFstat=Si ma P+sigma K*Sigma U sl ma J 1.406681 S.F.Pseudo9tatic=Dynamic Resisting Force=CBL SF D n+SI ma O+Sigma T+Sigma U/SI ma S lJohnson Carwash Divided by the e D nam Drivin #9953 Force S.F.= 0.9482602t16 Pape 1 Slope Stability Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash Slope Anal fsis Present Conditions. ndrained, pcfdry 120 fwet 130 phi 30 tan Phi 0.577 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 Lal 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 10 1 6.8 68 336 278.6 187.89 1580.6734 381.3299761 2 50 0.642786 0.76605 5 0 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 0.682 5 0 28 3360 2457.34 2291.519 1417.888 101 1 5 50 6721 458.31 491.47 2782.9877 1153.446458 4 35 0.819151 0.57358 5 0 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 40801 3568.45 1978.0271 2058.993 10 1 5 50 816 395.6 713.69 2691.7167 1830.729008 6 22 0.927184 0,37461 5 0 33 3960 3671.65 1483,445 2118.54 10 1 5 50 792 296.7 734.33 2217.7748 1947.350564 7 15 0.965926 0.25882 5 0 31 3720 3593.24 962.809 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 43 1.41 544.45W9 1231.566453 10 15 0.9961951 0.08716 51 0 7 840 836.804 73.2111 482.8356 10 1 5 50 168 14.64 167.36 474.3870889 474.38709 11 0 1 0 0 0 0 0 01 0 101 1 01 0 01 0 0 12 0 1 0 0 0 00 0 0 10 1 0 0 0 0 0 1 0 -0 0 0 0 0--- --- 0---- ---�� ---- 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 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 Ol 0 180 11 0 01 01 0 0 0 0 10 1 0 0 0 01 0 1s 20 1 0 117796.8561 13009.32158 474.38709 Totals 1 12934.61 73.211 14510.42 518 SFstat=SI ma P+si ma K+Si ma U si ma J 1.16754 S.F.PseudoStatla=Dynamic Reslstl Force-CBL SF n+SIgma O+S ma T•Sigma U/Sigma S Johnson Carwash IDMded b theDynamic Orton #9953 1 Force 1 0.706751795 Page 1 Slope S, Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Anal isis Present Conditions,Undrained, pcfdry 120 pI+L/2w+W/2 130 hi 25 tan Phi 0,466 Cohesion 10 0.2 Slice No theta cos Theta sin theta Area Wei ht Ne Td Tr NeTan Phi Cohesion Thickness Len th CBL Lat load x Td+ Ne-x Tan Phi Tr+1 56 0.559191 0.82904 0 14 1680 939.441 1392,785 437.7795 10 1 6.8 68 336 278.6 187.89 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 01 281 3360 2457.34 2291.519 1145.122 101 1 51 50 672 458+31 491.47 2782.9877 931.5529454 4 35 0.819151 0,57358 5 0 32 3840 3145.54 2202.538 1465.822 10 1 5 50 768 440.5 629.11 2831.6461 1260,545426 5 29 0.874619 0.48481 5 0 34 4080 3568,45 1978.027 1662.896 10 1 5 50 816 395,E 713.69 2691,7167 1478.543705 6 22 0.927184 037461 5 0 33 3960 3671.65 1483,445 1710.987 10 1 5 50 792 296.7 734.33 2217,7748 1572,730265 7 15 0.965926 0,25882 5 0 31 3720 3593.24 962.809 1674,451 10 1 5 50 744 192.6 718.65 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 97 62 616.32 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 22.61 431,41 544.45389 994,6446574 10 5 0,996195 0.08716 5 0 7 840 836.804 73.211 389,9504 10 1 5 50 168 14.64 167.36 383,127181 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 1 10 1 01 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 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 0 0 0 0 0 0 0 10 1 0 01 0 0 0 19 20 0 17796.856 10506,66179 383.12718 Totals 12934.61 73,211 11718.99 518 SFstat=SimaPima K)Sigma Lsi maJ S.F PseudoStatic=Dynamic ResistingForce=CBL SF D n+Si ma O+Sigma T+Sigma U/Si ma S Johnson Carwash Divided b theDynaFLc Driving #9953 1 Force IS F.= 0.641000229 Page 1 �f Slope Stability Analysis,Slip Circle Stability Analysis,Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Anal sis Present Conditions,Undrained, pcfdry 120 ctwet 130 phi 25 tan Phi 0.466 Cohesion 100 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 x Td+ Ne-x Tan Phi Tr* 1 56 0.559191 0,82904 6.8 0 14 1680 939.441 1392.785 437.7795 100 1 6.8 680 336 278.E 187.89 1580.6734 307,9718698 2 50 0,642786 0,76605 5 0 22 2640 1696,96 2022.361 790.7811 100 1 5 500 528 404.5 339,39 2361.7518 602.2970799 3 43 0,731353 0.682 5 0 28 3360 2457.34 2291.519 1145.122 100 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 1662.896 100 1 5 500 816 395.6 71369 2691,7167 1478543705 6 22 0.927184 0.37461 5 0 33 3960 3671.65 1483.445 1710.987 100 1 5 500 792 296.7 734.33 2217.7748 1572,730265 7 15 0965926 0.25882 5 0 31 3720 3593.24 962,809 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 43141 544.45389 994,6446574 10 5 0996195 0.08716 5 0 7 840 836.804 73.211 389.9504 100 1 5 500 168 1464 167.36 383.127181 383 12718 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 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 0 0 0 0 100 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 01 100 1 0 01 0 01 0 18 0 1 0 0 0 0 0 0 01 100 1 0 0 0 0 0 19 20 0 N17796.856 10506,66179 383 12718 Totals 1 2934.61 73.211 11718.99 5180 SSma P+sia K+Sigma L si ma J S.F.PseudoStatic=Dynamic Resisting Force=CBL SF D n+Si ma O+Si ma T+Sigma U/SI ma S Johnson Carwash I TDivided by the Dynamic Drivin #9953 Force S.F.= 0 902956605 Page 1 i Slope Stability Analysis,Slip Circle Stability Analysis.Static and Pseudostatic Tan Phi 0 0 Johnson Carwash, Slope Analysis Present Conditions,Undrained, pcfdry 120 pcf t 130 phi 30 tan Phi 0._577 Cohesion _100 9 _ 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 a load x 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 0 22 2640 1696.96 2022.361 979.1431 100 1 5 500 528 404.5 339.39 2381.7518 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 5 500 818 395.6 713.69 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 0.25W2 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 0,996195 0.08716 5 0 7 840 836.804 73.211 482,8356 100 1 5 500 168 14.64 167.36 474.3870889 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 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 0 0 0 0 100 1 0 0 0 0 0 17 0 1 0 0 0 0 0 0 0 100 11 0 0 0 0 0 18 10 11 0 0 01 01 0 0 0 100 1 01 0 0 0 0 19 20 0 17796.856 13009.32158 474.38709 Totals 12934.61 73.211 14510.42 5180 SFstat=Sl ma P+si ma K+Sigma U si me J 1.52797 S.F.PseudoStatic=Dynamic Resisting Force=CSL SF n+Si ma O+Si ma T+Sigma ma S Johnson Carwash Divided b the namic Drivl #9953 Force S.F.= 1.048708172 Pape 1 Slope Sta nalysis,Slip Circle Stability Anal sis Static and Pseudostatic Tan Phi 0 0 Johnson Canvash lope Anal Pais Present Conditions,Undrained, - Pc1qq_ _ 120 pcf t 13_0 PA I--..- 35 tan P_hi __0.7_Coh_esion 100 g __0.2 -- Slice No. theta cos Theta sln theta I+UL w+W/2 Area Weight Ne Td Tr NeTan Phi Cohesion Thickness Length_CBL_ Lai fl bad x __y_ Td,r_LNe z Tan Phi T�y 1 56 0.559191 0.82904 6.8 0 14 16W 939.441 1392.785 657.6086 100 1 - 8.8 680 336 278.6 187.89 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 2457.34 2291.519 1720.141 100 1 5 500 672 458.3 491.47 2782.9877 1399.328459 4 35 0.819151 0.57358 5 0 32 3840 3145.54 2202.538 2201.878 100 1 5 500 768 "0.5 629.11 2831.6461 1893.523171 5 29 0.874619 0.48481 5 0 34 4080 3568.45 1978.027 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 1483,446 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 3593.24 962.809 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 3081.59 488.0767 2157.111 100 1 5 500 624 97.62 616.32 1104.3942 20B8.780478 9 3 0.99863 0.05234 5 0 18 2160 2157.04 113.0459 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.WAI 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 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 0 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 1e o 1 0 0 0 0 0 0 0 100 1 o n o 0 0 1s 20 0 17798.858 15782.53917 575.51293 Totals 12934.61 73.211 17603.63 5180 SFstat=S1 ma P+s ma K+S ma U si me J 1 76711 S.F.PseudoStatic=Dynamic ResistingForce=CBL SF D n+Si ma O+Si ma T+Sf ma U/S ma S Johnson Carwash Divided b the D namb Drivin lf9953 Force S.F.= 1.210216665 Page 1