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Home My WebLink AboutSWP272266(10) 1 FILE COPY Report 1 1 NE 10th Street/Anacortes Ave. NE i Storm System Improvement i Geotechnical Report i Prepared for 1 City of Renton Renton, Washington 1 APRIL 1997 1 1 1 1 C:KMHILL 1 P.O. Box 91500 Bellevue,WA 98009-2050 1 1 1 1 1 i NE 10th Street/Anacortes Ave. NE Storm System Improvement 1 1 Geotechnical Report 1 Prepared for ' City of Renton Renton, Washington 1 APRIL 1997 1 1 1 C*MHI LL 1 P.O.Box 91500 Bellevue,WA 98009-2050 1 1 1 1 This Report Has Been Prepared Under the Direction ' of a Registered Professional Engineer 139198.T3.31 1 ' INTRODUCTION ' This geotechnical report summarizes the results of a geotechnical exploration program for the NE 10th Street/Anacortes Ave. NE Storm System Improvement Project. This report was prepared by CH2M HILL for the City of Renton under authorization provided by Consultant ' Agreement dated January 2, 1997. The purpose of this work is to provide engineering and design services for the proposed stormwater system improvements selected by the City of Renton based on the NE loth Street/Anacortes Ave. NE Drainage Improvement Plan prepared by CH2M HILL, dated March 1996. Geotechnical explorations were completed within the Project area for final design of Project ' improvements. This geotechnical report summarizes the field exploration program, technical results of field explorations and laboratory soil testing, geotechnical conditions at the Project ' site based on these explorations and site geology, and construction-related geotechnical recommendations. tProject Description ' The purpose of this project is to construct the stormwater system improvements selected by the City of Renton (CITY) based on the NE 10th Street/Anacortes Ave. NE Drainage Improvement Plan prepared by CH2M HILL, dated March 1996. The CITY selected ' Alternative 1B, which involves constructing a 30- to 36-inch replacement stormwater system in Whitman Court, and a new 24- to 30-inch bypass stormwater system in NE 11 th Street, Anacortes Avenue NE, and NE 10th Street. ' The anticipated configurations p g ations of the proposed facilities at the time of the geotechnical ' investigation are shown on the attached preliminary plan and profile drawings (Figures 1 and 2). The proposed stormwater pipeline will be installed at depths ranging from about 5 feet to 13 feet. Purpose and Scope of Geotechnical Exploration ' The geotechnical exploration was conducted to d program escribe subsurface conditions at the Project site, and to provide geotechnical recommendations for the planned improvements ' along the proposed pipeline alignment. The scope of the geotechnical exploration program consisted of: ' • Drilling and sampling nine (9) soil borings to depths ranging from 11.5 feet to 26.5 feet below the ground surface (bgs). ' 1 ' • Installing one (1) groundwater observation well in one of the soil boring locations for follow-on monitoring of groundwater elevations. ' • Conducting laboratory tests on selected soil samples to determine soil classification and engineering properties. ' 0 Developing construction-related geotechnical recommendations such as excavation, placement, and backfill requirements. • Preparing this geotechnical report. t Limitations ' This geotechnical report has been prepared for the exclusive use of The City of Renton for specific application to the design of the NE loth Street/Anacortes Ave. NE Storm System Improvement Project as described in this report. It has been prepared in accordance with generally accepted geotechnical engineering practice. No other warranty, expressed or implied, is made. ' The general soil descriptions, groundwater table elevations, estimated soil parameters, and design recommendations contained in this geotechnical report are based on information ' obtained from nine soil borings and one groundwater observation well at the Project site. Soil borings and groundwater observation wells indicate soil and groundwater conditions only at specific locations and times and only to the depths penetrated. If significant variations in subsurface conditions from those described are noted during construction or subsequent explorations, the geotechnical information contained in this report should be reevaluated. If any changes in the nature, design, or location of the facilities are planned, the changes should be reviewed by a CH2M HILL geotechnical engineer to determine if the conclusions and recommendations in this report are still valid and the report modified or verified in writing. CH2M HILL is not responsible for any claims, damages, or liability associated with interpretation of subsurface data without the expressed written authorization of CH2M HILL. ' 2 ' FIELD EXPLORATION PROGRAM ' This section discusses the subsurface exploration program for the proposed NE loth Street/Anacortes Ave. NE Storm System Improvement Project. The field program involved drilling and sampling at nine locations, installing a groundwater observation well at one of ' these locations, and conducting laboratory tests on samples of soil recovered during the drilling and sampling programs. These services were provided by subcontractors with the oversight of CH2M HILL. Equipment and procedures used by the subcontractors are ' described in the following sections. ' Exploratory Borings Exploratory soil borings were placed at selected locations along the pipeline alignment and near the location of the proposed junction structure. CH2M HILL geotechnical engineers selected and marked nine tentative locations (B-1 through B-9) for the soil borings based on ' the predesign layout of the proposed storm sewer facility. Modifications to the originally marked locations were then made in the field as appropriate based on access limitations of the drilling equipment and the relative location of underground utilities. The approximate final locations of the test borings are shown in Figure 1. All test borings were drilled within the roadway area. ' The test borings (B-1 through B-9) were drilled on February 4 and 5, 1997. The locations, ground surface elevation, and total depths penetrated by each soil boring are summarized in Table 1. The drilling services were provided by Hayes Drilling, Inc. of Bow, Washington ' under the direction of CH2M HILL geotechnical staff. Borings were drilled with a truck- mounted GEFCO Strata Star 15 drill rig using a 4-1/4 inch I.D. hollow stem auger with a 140-pound downhole hammer on a wireline with an automatic spooling winch. The drilling ' technique used involves drilling a hole with an auger and periodically obtaining soil samples through the hollow center of the auger. The auger remains in the hole and stabilizes the hole ' sidewalls. This system produced a boring diameter of about 6 inches. A 12-inch diameter asphalt cutter was used to drill the upper 4 inches to 6 inches of the roadway pavement, which generally consisted of 2- to 4-inch thick asphalt concrete road surfacing underlain by a 6- to 12-inch thick silty gravel and sand base. In many cases, the roadway base material is directly underlain by the native material. A post-hole digger was ' used to dig the upper 4 to 5 feet of soil to ensure that no unmarked underground utilities would be damaged. ' 3 ' A standard 2-inch outside diameter split-spoon sampler was used to sample the subsurface materials at selected intervals (usually every 5 feet, but occasionally every 2.5 feet depending ' on the stratigraphy suggested by the drilling process), as prescribed by the CH2M HILL on- site geotechnical staff. Soil sampling was conducted based on the requirements of the Standard Penetration Test (SPT) as described in ASTM D1586. The sampler was driven up ' to 18 inches by a 140 pound downhole hammer previously described. The free-fall for each blow of the hammer was about 30 inches. A brief description of the SPT procedure is given in Appendix A of this geotechnical report. Soil samples recovered in the split spoon sampler were logged visually as they were taken, in general accordance with ASTM D2488, Visual-Manual Procedure for Description and ' Identification of Soils, and stored in clean and labelled sealable plastic bags in preparation for shipment to the soils laboratory for testing. The visual classifications were then noted and recorded on the field boring logs and were later revised as necessary based on the results of ' laboratory testing. Following completion of drilling, all test borings were backfilled with bentonite chips mixed with some drill cuttings. Abandonment of test borings was performed in accordance with the State of Washington Administrative Rules for Construction, ' Maintenance, and Abandonment of Monitoring Wells and Other Holes. Blow counts, sample description, and other data obtained during the drilling and sampling programs are included ' in the soil boring logs in Appendix A of this geotechnical report. Groundwater Observation Wells Groundwater observation well P-1 was installed in the location of test boring B-1 to allow for periodic monitoring of the groundwater table elevation at that location. The observation well consists of about 5 feet of 1-inch diameter slotted PVC installed at a depth of about 10 feet into the hole. The slotted pipe is connected to a 1-inch diameter PVC riser pipe which was ' extended to the ground surface. Sand was used to backfill the hole and/or areas around the observation well pipe up to about 2 feet above the slotted section. Bentonite chips were used ' above the sand to about 2 feet below the ground surface. A monument with access cover was then installed flushed to the existing ground surface to provide a protective cover for the observation well. A detailed description of the actual construction of the observation well is ' also given in the boring log for B-1, as attached in Appendix A of this geotechnical report. ' 4 ' Laboratory Testing ' Laboratory testing was conducted on representative soil samples recovered from the field to confirm our field visual classification of soils and to determine the soil properties needed to develop the geotechnical design recommendations. These samples were shipped for testing ' to Geo-Engineers of Redmond, Washington. The testing program consisted of: • Sieve Analysis (ASTM D-422) ' Natural Moisture Content (ASTM D-2216) • Percent Passing Sieve No. 200 (ASTM D-1140) • Visual Description (ASTM D-2488) t A brief description of the procedure to erform each of these tests is resented in Appendix B P P P P PP ' of this geotechnical report. All test results were reviewed by a CH2M HILL geotechnical staff. Table 2 gives a summary of the type and results of laboratory tests for the recovered samples. Complete results of laboratory tests are attached in Appendix B. Results of these ' tests are also incorporated in the field boring logs given in Appendix A. ' GEOTECHNICAL CONDITIONS ' Published information about regional geology and near-surface soil conditions was reviewed to provide a general description of the geology and near-surface stratigraphy for the Project area. The reviewed information was combined with the results of the subsurface exploration ' to describe the geotechnical characteristics of the soils encountered during the field exploration program, and to interpret the groundwater conditions existing at the site at the ' time of and following the explorations. ' Regional Geology and Seismicity The soil deposits at the Project area are mainly the result of the various episodes of ' continental glaciers which have advanced into Washington from the north at least four times F during the Pleistocene Epoch (about 10,000 to 1.2 million years ago). The most recent ' episode of this glaciation occurred roughly 10,000 to 20,000 years ago. Deposits associated with this geologic process include the hard or dense glacial till and outwash deposits produced by the meltwater streams from the glaciers. After the recession of the last ice sheet, ' sediments have been deposited by various geologic processes including streams, rivers, and lakes formed in depressions created by the glaciers. ' 5 ' Within the project area, two geologic units can be found as shown in Figure 3 (Luzier, 1969). A thin strip of lacustrine deposits (Q„i) can be found immediately south of Sunset Boulevard. These deposits are part of the pre-Vashon Drift and consist chiefly of clay, silt, and fine sand with highly variable thickness. Vashon till (Q,,t) exists in the majority of the project site as shown in Figure 3. The till is characterized by a very dense or compact mixture of gravel and ' occasional boulders in a gray clayey, silty sand matrix and is generally 10 feet to more than 50 feet in thickness. This deposit may also contain sand and gravel lenses within and on top of the till. The upper 2 to 6 feet of the till is usually weathered and less dense. ' The Puget Sound area is seismically active. Recorded earthquake events in the area include the magnitude 7.1 earthquake in Olympia in 1949, the magnitude 6.5 earthquake between ' Seattle and Tacoma in 1965, and the magnitude 5.0 Maury Island earthquake in 1995. These earthquakes were associated with deep subcrustal activity taking place within the Juan de Fuca plate. The actual center of energy release for these earthquakes is thought to be greater ' than 30 kilometers below the ground surface. Seismic events will likely occur in the future. Based on an evaluation of earthquake return ' rates, earthquakes of magnitude between 5.5 and 6.0 will likely occur within the next 8 to 12 years. These seismic events will result in ground shaking at the project site. The ground ' acceleration associated with these events could range from approximately 0.15 to 0.3 g for a 100-year and 500-year return period event, respectively. According to the Uniform Building Code (UBC), the Puget Sound area is located within Seismic Zone 3. This zone is assigned a ' seismic zone factor (Z) of 0.3. The appropriate site coefficient (S2) for conditions at the site is 1.2. Given the geologic condition discussed in this geotechnical report, it is our opinion that seismic effects to soils at the site are expected to be negligible. The subsurface materials are believed to be too dense or dense enough for liquefaction to be of concern, or for any ' significant dynamic settlement to occur along the Project alignment. ' Near-Surface Soil Conditions ' The soil characteristics in the upper 5 feet of the ground surface at the Project site were determined from the studies conducted by the U.S. Soil Conservation Service entitled "Soil Survey of King County Area, Washington" (Snyder et al, 1973). Three soil units were identified along the Project alignment as shown in Figure 4. These soils are the Alderwood Gravelly Sandy Loam (6 to 15 percent slopes), Arents Alderwood Material (6 to 15 percent slopes), and the Ragnar-Indianola Association (sloping). 6 Alderwood Gravelly Sandy Loam, 6 to 15 percent slopes (AgC) occupies most of the ' pipeline alignment. This soil unit typically consists of materials smaller than 3 inches and classifies as silty sand (SM) under the Unified Soil Classification System (USCS) and as A-1 ' or A-2 according to the AASHTO Soil Classification System. Typical engineering characteristics include low compressibility, perviousness when compacted, low shrink-swell potential, and moderate to high corrosivity for uncoated steel and concrete. Permeability normally ranges from about 2 inches to 6 inches per hour but can significantly reduce to less ' than 0.06 inch per hour from about 2 feet and below, due to the presence of consolidated till. ' Arents, Alderwood Material, 6 to 15 percent slopes (AmQ can be found somewhere along the southwest portion of the Project site. This material is very similar to the Alderwood Gravelly Sandy Loam(AgC) in terms of soil classification and characteristics. Ragnar-Indianola Association, Sloping (RdQ can be found immediately south of Sunset Boulevard (or north of the project alignment). This soil unit is a combination of Ragnar fine ' sandy loam and Indianola loamy fine sand. Classification under the USCS indicates silty sand (SM) and poorly-graded sand with silt (SP-SM). Permeability can range between 2 to 20 inches per hour for the silty sand (SM) and greater than 20 inches per hour for the poorly- graded sand with silt (SP-SM). Typical engineering properties include low shrink-swell potential and moderate to low corrosivity for both steel and concrete. Subsurface Soil Stratigraphy ' The soils encountered in most parts of the Project site during this exploration program were primarily fill from previous construction activities and, where undisturbed, dense to very ' dense glacial deposits (Vashon till) consisting of a mixture of sand, gravel, silt, and cobbles in various proportions, consistent with the geologic units described in the " Regional Geology and Seismicity " section of this geotechnical report. Classifications of these soils under the ' USCS generally indicate silty sand with gravel (SM), silty gravel with sand (GM), and poorly- or well- graded sand with silt and gravel (SP, SP-SM, SW, SW-SM). Lacustrine deposits (Q„I) were only encountered in test borings B-1 and B-9 near Sunset Boulevard. The discussion that follows summarizes the subsurface soil conditions from north to south along the proposed Project alignment. The summary is presented according to five locations ' within the proposed pipeline alignment, namely: • Whitman Ct. NE Segment ' • NE 1 lth Street Segment • Anacortes Avenue NE Segment ' • NE loth Place Segment • NE loth Street Segment Whitman Ct. NE Segment This segment covers the north-south trending pipeline alignment along Whitman Ct. NE between Sunset Boulevard and NE llth Street. The ground surface slopes upward from elevation 394 feet at the north to elevation 411.5 feet towards the south. Three test borings ' (B-1, B-2, and B-9) were drilled along this alignment. Test borings B-1 and B-9 were drilled a few feet south of a pair of existing stream culverts while B-2 was drilled near the intersection of Whitman Court NE and NE 1 lth Street. Test borings B-1 and B-9 were drilled to 10 feet and 25 feet, respectively. Both test borings were drilled for the dual purpose of providing subsurface data at this end of the alignment, as ' well as to provide information for the design of the proposed junction box structure at this location. Due to the samples already collected in the upper 10 feet of soil at the location of B-1, no SPT samples were collected for the upper 12.5 feet in B-9, but were collected ' between 12.5 feet and 25 feet. The subsurface condition at this location consists of about 2-inch thick asphalt concrete ' pavement underlain by 6 to 8 inches of silty gravel (GM) base. Medium dense gravel and sand with silt and minus 6-inch cobbles (SP-SM/GP-GM) were encountered from post-hole digging, which extended to a depth of about 5 feet. Very dense and slightly mottled, well- graded sand with silt and gravel (SW-SM) to silty sand with gravel (SM) were recovered between 5 feet and 7.5 feet. This layer is underlain by medium dense to very dense poorly- graded sand (SP) with some gravel from 7.5 feet to 16 feet. Mottled samples were observed to extend to a depth of about 9 feet. Interlayered silt (ML), silty sand (SM), poorly-graded sand (SP), and poorly-graded sand with silt (SP-SM) were recovered between 16 feet to 26.5 ' feet, the bottom of the test boring. All the materials recovered in test borings B-1 and B-9 are interpreted to be part of the thin strip of lacustrine deposits (Q,,i) described in the " Regional Geology and Seismicity " section of this geotechnical report (see Figure 2). Additional information gathered from the drilling of B-1 and B-9 are the very wet, slurry-like cuttings from 12.5 feet which indicate the presence of water at or close to this depth, and a ' thin gravelly layer which was encountered between 23 feet to 24.5 feet. Heaving sands were also detected at about 16 feet to 20 feet but were thought to be either directly underlain by or interlayered with low permeability material, as evidenced by the test hole not readily ' responding when water was pumped into the hole at this depth to control the heave. Groundwater observation well P-1 was installed at the location of test boring B-1. ' At the south end of this segment, the soil conditions were defined by drilling test boring B-2. Roadway pavement material (i.e., AC pavement and silty gravel base) encountered at this ' location was very similar to that recovered at B-1 and B-9. The upper 5 feet of soil recovered during the post-hole digging was loose to medium dense silty sand (SM) to sandy silt (NIL). 8 1 t A layer of more silty material that is mottled, and probably weathered, exists at a depth of about 2 to 3 feet. Between 5 feet to 16.5 feet, the bottom of test boring B-2, very dense silty gravel with sand (GM) to silty sand with gravel (SM), interpreted to be Vashon till (Qvt), was encountered. Within this layer, drilling was rough and difficult due to the very dense and ' compact nature of the soil and the presence of gravel or rock particles. As a result, SPT sampling within this layer was characterized by rod bouncing and inadequate sampler ' penetration, yielding mostly refusal blowcounts and poor sample recovery. Groundwater was not encountered during drilling at B-2. NE IIth Street Segment ' The ground surface along NE 11th Street is sloping upward towards the east from Whitman Ct. NE (elevation 411.5 feet) to Anacortes Avenue NE (elevation 416 feet). Two test borings (B-2 and B-3) were drilled along this segment. Subsurface conditions at the western end of ' this segment are defined by the information from boring B-2 as described in the preceding section. Test boring B-3 was drilled near the eastern portion of this segment, west of the Anacortes Avenue NE intersection. The 2-inch thick AC pavement at this location is ' underlain by about 12 inches of base material (a silty gravel, GM). The native material was encountered directly below the base material and was predominantly dense to very dense silty ' gravel with sand (GM). Posthole digging of the upper 5 feet was rough and relatively difficult. ' Very similar materials were encountered between 5 feet and 16.5 feet, consisting mostly of silty sand (SM) with varying amounts of minus 2-inch gravel (up to 30 percent). These materials were slightly cemented and very dense, as evidenced from the mostly refusal SPT ' blowcounts during sampling (Vashon till). Drilling was particularly rough and difficult at about 15 feet. At this location of the alignment, no groundwater was encountered within the depth of 16.5 feet. Anacortes Avenue NE Segment This north-south segment of the pipeline is bounded by NE 11 th Street at the north and NE loth Street at the south. The ground surface slopes downward towards the south from ' elevation 416 feet to elevation 410 feet. Three test borings (B-6, B-4, and B-7) were drilled along this alignment. Test boring B-6 was drilled about 60 feet south of the NE 1lth Street ' intersection. In this location, the gravel base material for the pavement was found to be fairly dry. Post-hole digging was very rough due to the presence of big cobbles from 3.5 feet. The native material consisted of silty sand with gravel (SM) having a silt content of as much as 30 percent and extended to 16.5 feet, the bottom of test boring B-6. Rough and cobbly drilling was felt to a depth of about 7 feet. Drilling was relatively smoother from about 10 feet, ' 9 however, sample recovery was very poor due to inadequate penetration of the SPT sampler t which is indicative of the very dense nature of the soil (Vashon till). Recovered samples between 10 feet and 15 feet contain some broken pieces of minus 1.5-inch gravel. ' Test boring B-4 was located near the NE loth Place intersection. Bulk samples recovered in the upper 5 feet indicated silty gravel with sand (GM) and the presence of 3- to 4-inch cobbles. Grain size analysis data for this sample indicate 43 percent gravel, 39 percent sand, and 18 percent silt. Drilling from 5 feet and below was very rough and difficult, at times sounding like drilling through a zone containing rocks. The native material was very dense ' silty sand (SM) which was estimated to contain up to 50 percent silt and 10 percent fine gravel. This material was comparatively more silty but less gravelly than the soil encountered at B-6. All the recovered samples were slightly moist with no indication that the groundwater table exists within the upper 11.5 feet at this location. Test boring B-7 was drilled at the NE loth Street intersection. The base material underlying the AC pavement at this location was vastly different from the other locations discussed in the preceding section. This base material extended to a depth of about 21 inches below the ' ground surface and was visually classified as a black, moist, and slightly spongy organic silt (OL) with sand, fine gravel and plant roots. Cobbles were encountered at a depth of about 1 foot. The native material underlying the organic silt was very dense silty sand with gravel (SM) to silty gravel with sand (GM) at the upper 6.5 feet with up to 28 percent fines. The amount and size of gravel appear to decrease at 7.5 to 11.5 feet, although the bottom sample recovered at 10 feet contained broken pieces of gravel. Drilling for the entire depth of this ' test boring was rough due to layers containing gravel and cobbles, as indicated by the refusal SPT blowcounts. NE loth Place Segment ' Subsurface conditions along this segment were established from the results of test borings B- 4 and B-5 which were drilled to depths of about 11.5 feet. The existing ground surface for this segment slopes slightly upward from east (elevation 409.8 feet) to west (elevation 411.6 ' feet). Subsurface conditions at boring B-4 were described in the preceding section. ' At test boring B-5, which was drilled at the Anacortes Ct. NE intersection, the silty gravel (GM) base material was about 12 inches thick. Below the base material was a loose to medium dense poorly-graded sand and silt mixture (SP-SM to SP) which is interpreted to be ' fill. The fill material was in turn underlain by a loose to medium dense silty sand (SM) which appeared to be weathered Vashon till. This mottled soil extended to a depth of about 5 feet. Between 5 feet and 11.5 feet, the soils recovered were very dense assortments of ' Vashon till with up to 40 percent silt and USCS classifications of silty sand with gravel (SM), ' 10 silty gravel with sand (GM), and sandy silt with gravel (NIL). Isolated lenses of perched water appear to be present in the recovered samples between 5 feet and 11.5 feet. NE loth Street Sel4ment Test borings B-7 and B-8 were drilled along this east-west segment of the pipeline. The existing ground surface is fairly level between B-7 and B-8. Both test borings were drilled to a maximum depth of 11.5 feet. Subsurface conditions at the location of B-7 were discussed in the previous section under the Anacortes Avenue NE segment. Test boring B-8 was drilled near the opposite end (west end) of the NE loth Street alignment. In this location, the AC pavement was underlain by about 6 to 8 inches of silty gravel (GM) and about 16 inches ' of medium dense silty sand/silty gravel (SM/GM) fill. The native material encountered directly below the fill during the post-hole digging consisted of very dense and mottled silty sand with gravel and cobbles (SM). Grain size analysis data for a sample of this soil indicate ' 36 percent gravel, 41 percent sand, and 23 percent silt. About 3- to 4-inch diameter cobbles were also encountered in the upper 4 feet. Very poor sample recovery occurred between 5 feet and 11.5 feet due to the very dense and cemented nature of the soil. SPT blowcounts were all refusal in this boring location, yielding only 4 to 5 inches of sampler penetration. The recovered samples also contain broken pieces of 2-inch minus gravel. Groundwater Conditions The typical groundwater condition in the Puget Sound area is characterized by a shallow, perched groundwater system within the weathered upper few feet of the till layer, and a deep ' regional groundwater system within the more permeable layers underlying the till (e.g. advanced outwash). ' The perched groundwater system is recharged by direct precipitation. Due to the very low permeability of the unweathered Vashon till, rainfall that infiltrates into the more permeable weathered till layer moves laterally by gravity along the interface of the ' weathered/unweathered zone. The groundwater movement is relatively slow due to high silt content of the weathered till and the low gradients of the till surface. This type of ' groundwater system is anticipated in the majority of the pipeline alignment except at or near the location of the junction structure. ' The groundwater regime that was encountered at test borings B-1 and B-9 (at or near the location of the junction structure), although occurring in the more permeable sand, silt, and clay mixture, is interpreted to be part of the perched water trapped within the lacustrine ' sediments deposited on top of the Vashon till. A groundwater observation well was installed in B-1 for follow-on monitoring by CH2M HILL and/or City staff. Readings taken on April ' 11 10, 1997 indicated that the groundwater level in this observation well was at a depth of 5 feet bgs. However, based on moisture and mottling of the samples recovered from test borings B- 1 and B-9, it is anticipated that groundwater at this location can fluctuate between 5 feet to ' 10 feet below the existing ground surface. ' GEOTECHNICAL RECOMMENDATIONS This section discusses the earthwork-related geotechnical recommendations for construction of the proposed NE loth Street/Anacortes Ave. NE Storm System Improvement Project. Criteria addressed under this section include site preparation, excavation, and backfill ' requirements. Site Preparation ' Site grading activities will mainly involve demolition of existing asphalt concrete pavement along the Project alignment. Any topsoil and organic layers encountered should be removed and disposed off offsite. Strippings should not be used as backfill in trench excavation or in areas under the roadway pavement or structures. ' Excavation The new stormwater pipeline trench excavations will typically range in depth from about 5 feet to 15 feet. Most of the trench excavations will be within the footprint of the existing roadway. Excavation for the new pipeline can be classified as common excavation, which ' involves non-rock material that does not have to be drilled and blasted systematically to be removed. Although bedrock is not anticipated to be prevalent in the area, geologic information and subsurface exploration data suggest that cobbles and boulders may be ' present locally in the natural material in the excavation. The presence of cobbles and boulders, together with the very dense or hard nature of the Vashon till can make the excavation potentially difficult. The test borings were located 5 to 10 feet from the existingsewer and water pipelines. PP Materials recovered during the subsurface exploration did not indicate the presence of trench ' backfill material from the existing sewer and water pipelines. This is partially because these borings were generally located so as to stay as far away from the existing utilities as possible. ' This could also suggest that the original excavations for these existing utilities were conducted on very steep or near vertical side slopes, which are achievable in very dense or hard material like Vashon till. ' 12 Depending on their location relative to the proposed stormwater pipeline alignment, some of the existing buried underground utilities may need to be temporarily protected or relocated. ' Depressions created by the removal or relocation of these utilities should be backfilled with compacted granular fill. The gradation of this material is discussed under the section " Backfill Requirements " of this geotechnical report. Applicable side slopes for trench excavations should be limited by applicable federal, state, or local agency safety requirements. Trenches will have to be supported, braced, or designed 1 to minimize the effect of construction on the adjacent property and existing utilities. The type of backfill used in the existing sewer and water trenches is not known. The backfill material used in the existing trenches could have the tendency to flow into the new excavation. It is also very likely that more permeable backfill material in existing trenches will contain water perched atop the less permeable glacial till. ' Except for the area near Sunset Boulevard (B-1 and B-9), perched groundwater was not encountered in any of the test borings. However, based on our knowledge of glacial till characteristics, it is possible that local pockets of perched groundwater may exist in or above ' the top of the till surface. Also perched water may have collected within gravel backfilled trenches for other utilities. Consequently, the construction for this project could encounter ' areas where groundwater has collected in trenches and is perched on top of the till surface. Near the northern limits of the Project (i.e. immediately south of Sunset Boulevard) where ' water inflow is very likely during excavation, groundwater control and/or shoring of the trench or excavation side walls will be necessary to protect the excavation sidewalls during construction of the new concrete junction structure and pipeline trench excavation. In such a case, groundwater should be maintained below the base of the excavation. Recommendations regarding temporary excavation, shoring, sheeting, and bracing, are not ' within the scope of this geotechnical report. As these items are highly dependent upon the selected excavation method and construction sequence, the design of such systems is left to the Contractor. Control of groundwater and diversion of surface water during excavation is ' also the Contractor's responsibility. 13 tBackfill Requirements The native soils should be suitable for placement and compaction above the pipe zone provided that construction work is conducted in a relatively dry weather period. Relatively dry periods are required because the native soils contain sufficient fines (material passing the ' No. 200 sieve size) so as to make the soil moisture sensitive. If the work is conducted during rainy or wet periods, imported materials may be required for proper compaction of fills. Any imported materials intended for backfill should be granular material, well-graded from coarse ' to fine, and should contain less than 5 percent passing the number 200 sieve size. Material to be used for the pipe zone (6 inches below the pipe barrel to 6 inches above the ' pipe) should be imported granular pipe bedding material containing less than 5 percent passing the No. 200 sieve size. It is recommended that all backfill materials be compacted to at least 90 percent of the modified Proctor maximum dry density and at a moisture content within 1 percent of ' optimum. The glacial till should be acceptable for use as backfill above the pipe zone but may be potentially difficult to compact to maximum density, especially if the moisture content is above that required for optimum compaction. ' After placement and compaction of the backfill, the surface of the trenches should be capped with a clean granular backfill under all roadways. Areas not under roadways should be ' protected from further disturbance or erosion by the placement of topsoil and the establishment of a vegetative cover. Construction restoration should comply with all the provisions specified in the City of Renton Trench Restoration and Street Overlay Requirements. ' REFERENCES ' Luzier, J.E. Geology and Groundwater Resources of Southwestern King County, Washington. Water Supply Bulletin No. 28, Washington State Dept. of Water Resources in conjunction with the U.S. Geological Survey, 1969. Snyder, D.E., Gale, P.S., and Pringle, R.F. Soil Survey of King County Area, Washington. United States Department of Agriculture, Soil Conservation Service, November, 1973. ' 14 ' Table 1 Summary of Subsurface Exploration Program ' Test Ground Total Boring Location Surface Depth Number Elevation ' (feet) (feet) Whitman Ct. NE Segment ' B-la Near Sunset Boulevard 394.01 11.5 Intersection ' Whitman Ct. NE Segment B-2 at NE 1 lth Street 411.49 15.4 Intersection ' NE 11th Street Segment B-3 Near Anacortes Ave. NE 416.02 15.3 ' Intersection Anacortes Ave. NE Segment ' B-4 at NE IOth Place 409.81 10.5 Intersection NE 10th Place Segment B-5 at Anacortes Ct. NE 411.64 11.5 Intersection ' Anacortes Ave. NE Segment B-6 Near NE 1 lth Street 413.58 15.5 Intersection ' Anacortes Ave. NE Segment B-7 at NE loth Street 410.32 10.5 Intersection NE loth Street Segment ' B-8 Near Anacortes Ct. NE 409.87 10.4 Intersection Whitman Ct. NE Segment ' B-9 Near Sunset Boulevard 394.00 26.5 Intersection ' NOTE: a Groundwater observation well P-1 was installed at this location. b Based on NGVD 1988 datum. Table 2 Summary of Soil Laboratory Test Results Classification Sample Using the Natural Boring Sample Depth Unified Grain Size Water Distribution No. No.a (feet) Soil Content Classification (Percent) System (USCS)b ' Gravel Sand Silt ' B-1 BG1 1.0-3.0 (SP-SM) 3 NT NT NT B-1 BG2 3.0-4.0 GP-GM 11 NT NT 7 ' B-1 S3 5.0-6.0 SW-SM to SM 12 NT NT 7 B-1 S4 7.5-9.0 SP 22 6 80 14 ' B-1 S5 10.0-11.5 SP 24 NT NT FNT tB-2 BG1 2.5-4.0 (SM/ML) 42 NT NT NT B-2 S2 5.0-6.5 GM 10 NT NT 22 B-2 S5 15.0-15.4 (SM) 6 NT NT NT ' B-3 S 1 5.0-5.8 SM 7 NT NT 28 ' B-3 S2 7.5-8.0 (SM) 7 NT NT NT B-3 S3 10.0-10.4 (SM) 7 NT NT NT ' B-3 S4 15.0-15.3 (SM) 6 NT NT NT 1 B-4 BG 1 2.5-4.0 GM 7 43 39 18 B-4 S2 5.0-5.8 (SM) 12 NT NT NT ' B-4 S4 10.0-10.5 (SM) 8 NT NT NT ' Table 2 Summary of Soil Laboratory Test Results (cont.) B-5 H 1 2.5-4.0 (SM) 14 NT NT NT B-5 S2 5.0-6.5 (SM/GM/ML) 11 NT NT NT B-5 S3 7.5-9.0 (SM) 10 NT NT NT ' B-5 S4 10.0-11.5 (GM/SM/ML) 16 NT NT NT B-6 H1 2.5-4.0 (SM) 10 NT NT NT B-6 S2 5.0-6.5 SM 11 NT NT 30 B-6 S3 10.0-10.7 (SM) 9 NT NT NT 1 B-6 S4 15.0-15.5 (SM) 6 NT NT NT ' B-7 H 1 0.5-2.5 (OL) 35 NT NT NT B-7 H2 2.5-4.0 SM 18 NT NT 28 ' B-7 S3 5.0-5.9 (GM) 8 NT NT NT B-7 S4 7.5-8.3 (SM) 9 NT NT NT B-7 S5 10.0-10.5 (SM) 9 NT NT NT tB-8 BG1 2.5-4.0 SM 15 36 41 23 B-8 S4 10.0-10.4 (SM) 7 NT NT NT B-9 S1 12.5-14.0 SP 21 NT NT 3 B-9 S2A 15.0-16.5 (SP) 20 NT NT NT ' B-9 S2B 15.0-16.5 (MUSM) 23 NT NT NT B-9 S3A 20.0-21.5 (SP) 21 NT NT NT ' B-9 S3B 20.0-21.5 (SM) 27 NT NT NT B-9 S3C 20.0-21.5 (SM) 22 NT NT NT tB-9 S4 25.0-26.5 SM 15 NT NT 29 Table 2 Summary of Soil Laboratory Test Results (cont.) 1 NOTES: (a) H indicates sample collected using hand-auger or a post-hole digger and stored 1 in sealable sample bags. S indicates soil sample recovered from the standard split-spoon sampler. BG indicates bulk sample collected using hand-auger or a post-hole digger and stored in 50-lb CH2M HILL bags. (b) Symbols enclosed in parenthesis indicate classification established from field visual classification only while symbols not enclosed in parenthesis indicate classification established from both field and laboratory visual classification. NT Not Tested 1 1 1 1 1 1 1 1 1 I 1 1 w _ _ �- rI V) U W cD _00 _ W CITY OF (n __....... W RENTON NE DUVALL DUVALL `_AVE NEI __........__- ___ __.. .. ___._..._ _ ._._ _ ._....._._..........._ CORPORATE LIMITS _ . " -.._ ____...__.._._-._._ _._._.._�.._ ...._.. _..... *max, ___.____-- --..__ __�..... _._._....___- _ _... —.____._. _........... Off; a a i rw KING s ... .. .... _. _; COUNTY - O _...... I � Z KING COUNTY 43l�o` h2� 420 " gym ANACORTES AVE NE 47s a q m —---_._ _............ _..._. ___._ — -- .� 30 R rE- qo qC0 _ o S 47 AV.,_ e-s �34- � o�3 E u Flu p > NE m _I e 4 p 8 7 D968 RAIN o G M w o r CB.•24 . ..__..... ..__. �: _. ANACORTES B e _.. -- - -- w_ . 0 -B s _..__..... r _ CT "NE z n as CITY OF `n RENTON _—.... ....__....—._._ 2 \� ao _ N CB *23 u o. u 3s 'o B-2 36s 36 s 30'` O WHITMAN _ CT NE "...aio WHITMAN CT NE J 0 100 200 300 a Scale In Feet VASHON AV v' o O N.E. 10TH STREET/ANACORTES AVE. N.E.STORM oNc_oarE t 2 CITY OF M SYSTEM IMPROVEMENT PROJECT z ® =a RENTON Figure 139198.T4 BORE HOLE LOCATIONS — PLAN OF_ �,L- NAM[ _>...,,�.,,, .,. ,.... ..�........ L1.1 440 .. ..... ........ .. .. .... .... . ................................................................................................... O LLJ 4 : NE'10TH'STREET:.........'.........r a 4 EXISTING I > r- Z : ..... : : : . GROU ND w w .... 430 ....... ................... : . ...... . ....... ....... Q .......... ........ .... . .. ..... o� LjV> i W WHITMAN.. .... .. C ! :.................. 10TH STREET .a .. ...... ... ..... - NE ]1TH STREET ANACORTES AVE NE NE 1 _ 420.:.........:.........:.........:.........:.........:.........:...... ...: ....7. ...1...:. :o.. -i NE' � ' .. M ..�CISTING G GROUND k v is, -- n 410 � �. 301, WHIT 0' 30 M 30 30 • __ __.� • -. __ C 3O" ....4O0 EXISTING N :t 30 30_- ___-_.s - .. i - __ - ----- ........ .... ..................:......... .........:................... :.........:.......... GROUND'* '. _. . B-7 °' : B 6: :B-4 - - & B-19B-9 j : :.........:.........:.................. ........:...................:.........:.........:.........:.........:.......... App.:.........:.........:.........:.........:......... ........ ........ ......... ......... ......... ........ - 370 .... ........ .. ...................................:.................................. .. :. 29-00 0.00 1.00 2.00 3.00 5.00 6.00 7.00 8.00 9.00 10.00 11.00 12.00 13.00 14.00 15.00 16.00 17-00 18.00 19.00 20.00 21.00 22.00 23.00 24.00 25.00 26-00 27.00 28.00 k STORM SEWER TRUNK A 430' a30......................................... NE 10TH ST ANACORTES 420.•..........:.........:...�........ NE...:.i.......: 4.2Q:.........r......NE 10TH PLACE.... i N I d v n I EXISTING I t, J EXISTING v N '. � 1 GROUND GROUND m.: ;•OUSE DRAIN 4l0:.........(.. . '. 410 --- -�- -7....:. 6=8........ ......... . .B q 8-5 .................................... 390 ... ....3 :••- ---•••�• 0-00 1.00 2.00 3.00 0-00 1'.00 2tOO 3t00 4,00 5t00 STORM SEWER LATERAL C STORM SEWER LATERAL B p/jOFI1 S DO ®- N.E. 10TH STREET/ANACO ES AVE. N.E. `prG_ A`E /VbT .5 -40 t! 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'i _ i• I ovi , \-,�•- \•� a � 'tom, .r:� _ \ „ 1. l — ).( • t I — t'�. — \ ♦ :` NSA _ !. \. , / .I. • . t' ti - e 7 `� (f •- .'Qua n' _ ti' r' - , R2 \ `` y .) 1 _ "� - .<L' '�.-. { " •If•.' - � �• _. \ � •l rl FIGURE- Geologic Units ••�-�� . �, ._.. _ �,:�' gin the Project Area �.••. � •'\ ea an er Lu�`y r z�er, 1 of • _ �\�~'\ � ,�. �`ry �� "� .r ;`�•�;,- ' �::=,. -`. (aft 969), �. ' APPENDIX A Subsurface Exploration The Standard Penetration Test The Standard Penetration Test is performed by driving a standard split-barrel sampler 18 inches into undisturbed soil at the bottom of the borehole by a 140-pound guided hammer or ram, falling freely from a height of 30 inches. This test is conducted to obtain a measure of the resistance of the soil to penetration of the sampler and to retrieve a disturbed soil sample. The number of blows required to drive the sampler for three 6-inch intervals, for a total of 18 inches, are observed and recorded on the soil boring log. The sum of the number of blows required to drive the sampler the second and third 6-inch intervals is considered the Standard Penetration Resistance or the SPT ' blowcount, N. If the sampler is driven less than 18 inches, but more than 1 foot, the SPT blowcount is that for the last 1 foot of penetration. If less than a foot is penetrated, the number of blows and the fraction of 1 foot penetrated are recorded in the boring logs. ' The values of N provide a means for evaluating the relative density of granular (coarse-grained) soils and the consistency of cohesive (fine-grained) soils. Low N-values indicate soft or loose ' deposits, while high N-values are evidence of hard or dense materials. The criteria used for describing the relative density of coarse-grained soil and the consistency of fine-grained soils based ' on N-value are presented in Tables A.1 and A.2, respectively of this appendix. Field classification of the soil based on this criteria is incorporated in the boring logs presented in the following section. Table A.1 Relative Density of Coarse-Grained Soil (Developed from Sowers, 1979) N Relative Field Test (blows/foot) Density ' 0-4 Very Loose Easily penetrated with 1/2-in. steel rod pushed by hand ' 5-10 Loose Easily penetrated with 1/2-in. steel rod pushed by hand ' 11 10 Medium Easily penetrated with 1/2-in. steel rod driven with 5-lb hammer ' 31-50 Dense Penetrated a foot with 1/2-in. steel rod driven with 5-lb hammer ' 50 Very Dense Penetrated only a few inches with 1/2-in. steel rod driven with 5-lb hammer 1 , ' Table A.2 Consistency of Fine-Grained Soil (Developed from Sowers, 1979) ' N Consistency Field Test (blows/foot) <2 Very Soft Easily penetrated several inches by fist 2-4 Soft Easily penetrated several inches by thumb ' 5-8 Firm Can be penetrated several inches by thumb with moderate effort ' 9-15 Stiff Readily indented by thumb, but penetrated only with great effort 16-30 Very Stiff Readily indented by thumbnail ' 30 Hard Indented with difficulty by thumbnail Test Boring Logs ' The logs for test borings are given in the following pages of this appendix. ® PROJECT NUMBER BORING NUMBER ® 13 1 .T 1 B-1 SHEET 1 OF 1 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION WHITMAN CT. NE/SUNSET BOULEVARD, RENTON, ELEVATION 394.01 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD-AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DO"NHOLE HAMMER ' WATER LEVELS SEE READINGS FOR P-1 START 02/5/97 FINISH 02/5/97 LOGGER KLS 3 ;'__ SAMPLE STANDARD SOIL DESCRIPTION COMMENTS O w PENETRATION ' w - r TEST SOIL NAME, USCS GROUP SYMBOL, COLOR, w w o RESULTS DEPTH OF CASING, DRILLING RATE m a L) > Z � w MOISTURE CONTENT, RELATIVE DENSITY _ a a w > DRILLING FLUID LOSS U_ w w m CD 6" -6" -6" OR CONSISTENCY, SOIL STRUCTURE, a = 0- f wa M z z Ji (N) MINERALOGY ' Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement intersection of Whitman Ct. NE and 10 underlain by 6 inches to 8 inches thick Sunset Boulevard. SILTY GRAVEL (GM) base' course. Used post hole digger to dig the upper 5 feet. -'-POORLY-GRADED SAND WITH SILT. GRAVEL, AND COBBLES. (SP-SM), Water Content = 3 % ND DUG brownish gray, moist, medium dense, with B HA G1 N/A (N/ 4- to 5-inch cobbles (FILL). 3.0 POORLY-GRADED GRAVEL WITH SILT. Hit native material at about 3 feet. HAND DUG SAND. AND COBBLES. GP-GM, reddish PERCENT PASSING SIEVE #200 BG2 N/A (N/A) brown, moist, dense, 4- to 6-inch cobbles, Silt Content = 7 % 4.0 fine to coarse gravel, medium to fine Water Content = 11 % sand. Big pieces of cobbles to 5 feet 5.0 5 0 WELL-GRADED SAND WITH SILT AND according to driller. S3 0.9 29-50/6'' GRAVEL to SILTY SAND. SW-SM/SM, brown ERCENT PASSING SIEVE 200: (50/6") to gray/brown, moist to very moist, very Silt Content = 7 % 6.0 dense, predominantly medium to coarse Water Content = 12 % sand, fine to medium gravel, slightly mottled. Relatively smooth drilling from about 5 7.5 feet to 10 feet. POORLY-GRADED SAND. SP, brown to ' gray/brown, wet, predominantly fine to RAN I ANA Y medium sand, medium dense to dense, Gravel = 6 % S4 1.5 9-12-20 zones of isolated mottling. Sand = 80 % (32) Silt = 14 % Water Content = 22 % ' 9.0 10.0 10.0 POORLY-GRADED SAND SP, as above. Smooth drilling. S5 1.5 11-15-25 Water Content = 24 % (40) ' 11.5 BOTTOM OF TEST BORING AT 11.5 feet. -Installed a groundwater observation well at 10 feet. The well consists of a 4-feet long perforated (1-inch diameter) PVC connected to 1-inch diameter PVC riser pipe. About 5 feet of sand was used to backfill the hole around the PVC pipe. Bentonite chips was used above the sand to about 2 feet bgs. Installed flush monument with quick-setting concrete above the bentonite chips. PROJECT NUMBER BORING NUMBER ® 139198.T3.31 9-2 SHEET 1 OF 2 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 11th STREET/WHITMAN CT. NE, RENTON, WA ELEVATION 411.49 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON ' DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 0214197 FINISH 02/4/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS 3~ PENETRATION Uj } TEST mw a RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE =a > aw > MOISTURE CONTENT, RELATIVE DENSITY DRILLING FLUID LOSS u_ w wm o 6" -6- -6" OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION wD �� w (N) MINERALOGY ' 0Cn z —z a_ Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement intersection of Whitman Ct. NE and NE underlain by 8 to 12 inches.thick SILTY 11th Street. GRAVEL (GM) base course. Used post hole digger to dig the upper 5 feet. Relatively easy hand digging. tl 2.5 mottled and and weathered with verown, more silty eryafine SILTY SAND to SANDY SILT (SM/ML), sand. brown, slightly moist, loose to medium ' BG1 N/A HAND DUG dense, fine to medium sand. Water Content = 42 (N/A) 4.0 ' 5.0 5.0 Top 2 inches: ' SILTY SAND to SANDY SILT (SM/ML), as 13_18-21 above. S2 0.9 (39) Bottom 9 inches: SILTY GRAVEL WITH SAND. GM, gray to PERCENT PASSING SIEVE #200. 6.5 gray/brown, moist, dense, mottled, 2-inch Silt Content = 22 ' minus gravel, fine to coarse gravel, fine Water Content = 10 sand. 7.5 ' 36-50/4" POOR RECOVERY: SILTY GRAVEL (GM) at GM is moist as in S2. Broken pieces of S3 0.3 top 1 inch. Broken pieces of gray and rocks are dry. 83 (50/4') angular rock at bottom 2 inches. ' 0.0 10.0 10.4 S4 0.2 50/5" POOR RECOVERY: SILTY SAND WITH Rough drilling. Driller feels like there's a RAV (SM), gray, moist, very dense, fairly good amount of cobbles/rocks. fine gravel. ' 15.0 ' PROJECT NUMBER BORING NUMBER — 139198.T3.31 B-2 SHEET 2 OF 2 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 11th STREET/WHITMAN CT. NE, RENTON, WA ELEVATION 411.49 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON ' DRILLING METHOD"AND EQUIPMENT 4'' ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS 30U_ PENETRATION ' } TEST mw Cr RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE m > am w MOISTURE CONTENT, RELATIVE DENSITY _¢ m w > DRILLING FLUID LOSS �w w wm o -6" OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION w Cr w Z �� w (N) MINERALOGY ocn -z m S5 0.3 50/5" POOR RECOVERY: SILTY SAND. (SM), as Isolated mottling in S2 through S5. above, in top 2 inches. Water Content = 6 Bottom 2 inches are broken pieces of granitic rocks, light gray to white, dry, ' 2-inch minus rocks. 7estore road surface using Black Top BOTTOM OF TEST BORING AT 15.4 feet. patch (Asphalt). 20.0 — ' 25.0 t PROJECT NUMBER BORING NUMBER - 139198.T3.31 9-3 SHEET 1 OF 2 - SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 11th St./ANACORTES AVE. NE, RENTON, WA. ELEVATION 416.02 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON ' DRILLING METHOD AND EDUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 w/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS 3~ PENETRATION o� } TEST mw < � RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE =a � aw MOISTURE CONTENT, RELATIVE DENSITY DRILLING FLUID LOSS �w w wm o 6"-6' -6" OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION ww z >> w (N) MINERALOGY ' 0U) -z Cr Test boring is located along NE 11th 2-inch Asphalt Concrete (AC) Pavement Street and west of the Anacortes underlain by 12 inches SILTY GRAVEL (GM) Avenue NE intersection. ' base course. Used post hole digger to dig the upper 5 feet. Hit dense to very dense silty gravel (GM), probably TILL, at 1.5 feet. ----Very rough and difficult post hole digging. SILTY GRAVEL WITH SAND (GM), brown, moist, very dense. i 0 5.0 5. PERCENT PASSING SIEVE #200. 37-50/3'' SILTY SAND. SM, gray, slightly moist, very Silt Content = 28 SI 0.8 (50/3'') dense, fine to medium sand, trace of fine Water Content = 7 5.8 to medium gravel (TILL). Rough drilling. 7.5 ' 8.0 S2 0.5 50/6'' SILTY SAND WITH GRAVEL (SM), gray, 50 6" slightly moist, very dense, cemented, approximately 30 percent of minus 2-inch Water Content = 7 gravel (TILL). Rough drilling. Silty Gravel with Sand in hole cuttings. ' 10.0 10.0 10.4 S3 0.4 50/5" SILTY SAND WITH GRAVEL (SM), gray, Water Content = 7 slightly moist, very dense, with broken pieces of granitic rock, cemented (TILL). Rough drilling. SPT sampler scraped a little bit on the sides, probably due to sharp rock edges. I 15.0 PROJECT NUMBER BORING NUMBER — 139198.T3.31 B-3 SHEET 2 OF 2 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 11th St./ANACORTES AVE. NE, RENTON, WA. ELEVATION 416.02 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS 3� SAMPLE STANDARD SOIL DESCRIPTION COMMENTS o U_ PENETRATION ' r TEST mw a z � RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE =a C aw MOISTURE CONTENT, RELATIVE DENSITY DRILLING FLUID LOSS F-LL w wm O 6"-6' -6,, OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION wD z �D w (N) MINERALOGY —z Ir (� S4 0.3 50/4'' POOR RECOVERY: SILTY SAND WITH Rough and slow drilling. Broken pieces GRAVEL (SM), as above, with broken of dark gray rocks at sampler tip. pieces of dark gray rocks. Water Content = 6 BOTTOM OF TEST BORING AT 15.3 feet. estore road surface using Black Top patch (Asphalt). ' 20.0 ' 25.0 — ® PROJECT NUMBER TORIN6 NUMBER - 13919S.T3.31 4 SHEET 1 OF I SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th PI./Anacortes Ave. NE, RENTON, WA ELEVATION 409.81 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4'' ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER 1 WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS a';:� SAMPLE STANDARD SOIL DESCRIPTION COMMENTS OLL PENETRATION u� } TEST m w < o x RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE U > acc w MOISTURE CONTENT, RELATIVE DENSITY x< CC w > DRILLING FLUID LOSS U. w wm o 6,_6• _6 OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION w� ~ r� w (N) MINERALOGY ' 0 Cn z z Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement intersection of NE 10th Place and underlain by 6 inches to 8 inches thick Anacortes Avenue NE. ' SILTY GRAVEL (GM) base course. Used post hole digger to dig the upper 5 feet. ' BG1 was sampled from hand-dug hole 2.5 using a post hole digger. SILTY GRAVEL WITH SAND AND COBBLES GRAIN SIZE ANALYSIS. GM, brown, moist to dry, very dense, up to Gravel = 43 % BG1 N/A HAND DUG 3-inch to 4-inch cobbles, fine to coarse Sand = 39 ' (N/A) gravel, fine to coarse sand. Silt = 18 % Water Content = 7 % 4.0 ' 5.0 5.0 39-50/3" SILTY SAND. (SM), gray, slightly moist, Very rough and difficult drilling. Driller S2 0.8 very dense, slightly cemented, with feels like drilling into a zone with some 5.8 (50/3'') occasional fine gravel, fine to coarse rocks. sand. Water Content = 12 % 7.5 7.8 S3 0.3 50/4'' SILTY SAND to SANDY SILT (SM/ML), Rough drilling. gray, slightly moist, very dense, slightly Field Estimate: cemented, with some fine gravel. Silt = 40 to 50 % Gravel < 10 % ' 10.0 10.0 50/6" SILTY SAND. (SM), gray, slightly moist, Rough drilling. 10.5 S4 0.5 50 6" very dense, cemented, with fine gravel, Water Content = 8 % fine to coarse sand. Field Estimate: BOTTOM OF TEST BORING AT 10.5 feet. Silt = 40 to 50 ' Gravel < 10 % estore road surface using Black Top patch (asphalt). jPROJECT NUMBER BORING NUMBER 139198.T3.31 B-5 SHEET I OF 1 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th PI./Anacortes Ct. NE, RENTON, WA ELEVATION 411.64 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS 3� SAMPLE STANDARD SOIL DESCRIPTION COMMENTS o w PENETRATION r TEST mw a Cr RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE =a aw W MOISTURE CONTENT, RELATIVE DENSITY DRILLING FLUID LOSS t w w wm o 6„_6• _6 OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION w� z �D w (N) MINERALOGY z cc Test boring is located near the 2-inch Asphalt Concrete (AC) Pavement. intersection of NE 10th Place and 12 inches thick SILTY GRAVEL (GM), dark Anacortes Ct. NE. gray, slightly moist to dry. Used post hole digger to dig the upper 5 12 inches POORLY-GRADED SAND WITH feet. SILT to POORLY-GRADED SAND (SP-SM/SP), brown, moist. ' G 5 SILTY SAND. (SM), brown, moist, loose to Sample H1 is mixed with the overlying SP medium dense, mottled and weathered, fine to SP-SM. H1 N/A HAND DUG to coarse sand. ----Water Content = 14 (N/A) 4.0 ' 5.0 5.0 SILTY SAND WITH GRAVEL. (SM), gray, very moist, very dense, mottled at upper 4 inches to 6 inches, grades to SILTY Water Content = 11 S2 1.3 34-25-38 GRAVEL WITH SAND. (GM) and to SANDY (63) SILT WITH GRAVEL. (ML) towards the bottom. 6.5 7.5 SILTY SAND WITH GRAVEL (SM), gray, Loose at top 4 inches of sample. Very very moist, wet on the sides, very dense dense at bottom 10 inches. at bottom 10 inches, approximately 30 to Minus 1.5-inch gravel at tip of sampler. S3 12 12-30-50 40 percent silt, up to 20 percent gravel, (80) fine to coarse sand. Water Content = 10 1 9.0 10.0 10.0 Top 4 inches: WELL-GRADED SAND WITH SILT AND GRAVEL. (SW-SM), gray, very moist, dense Water Content = 16 % S4 1.5 36-19-47 to medium dense. (66) Middle 3 inches: ' SILTY GRAVEL WITH SAND. (GM), gray, 11.5 wet, loose to very loose. Bottom 11 inches: SILTY SAND WITH GRAVEL (SM), gray, moist, very dense, grades to SANDY SILT. -"-Restore road surface using Black Top (ML), gray, moist, hard, till-like material. patch (Asphalt). BOTTOM OF TEST BORING AT 11.5 feet. PROJECT NUMBER BORING NUMBER - 139198.T3.31 3-6 SHEET 1 OF 2 - SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE llth St./ANACORTES AVE. NE, RENTON, WA. ELEVATION 413.58 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS SAMPLE STANDARD SOIL DESCRIPTION COMMENTS LL 00 PENETRATION ' �` } TEST m RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, w a SUL DEPTH OF CASING, DRILLING RATE v > acr w MOISTURE CONTENT, RELATIVE DENSITY =a Cr w > DRILLING FLUID LOSS �__ti- u, wm o g _6• _6 OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION a_Cr z �r� w (N) MINERALOGY o cn z cr: Test boring is located along Anacortes 2-inch Asphalt Concrete (AC) Pavement Avenue NE and south of NE ttth Street underlain by 8 to 12 inches SILTY GRAVEL intersection. (GM) base course, dry. Used post hole digger to dig the upper 5 1 feet. Very rough digging. ' 2.5 SILTY SAND WITH GRAVEL AND COBBLES, Water Content = 10 (SM), brown, moist to slightly moist, dense H1 N/A HAND DUG to very dense, fine to coarse sand. - ' (N/A) Very tight digging from 3.5 feet due to 4.0 big rocks/cobbles. 5.0 5.0 SILTY SAND WITH GRAVEL. SM, PERCENT PASSING SIEVE #200: gray/brown, slightly moist, grades to moist Silt Content = 30 with depth, very dense, slightly mottled, - Water Content = 11 S2 0.8 14-24-37 minus 1.5-inch gravel, up to 20 percent (61) gravel, fine to coarse gravel, fine to coarse sand. 6.5 Rough drilling. Very cobbly. I 10.0 10.0 POOR RECOVERY: SILTY SAND WITH Relatively smoother drilling, but the S3 0.3 29-50/2'' GRAVEL (SM), as above, with broken driller feels like the soil is still very 10.7 (50/2") pieces of gravel - minus 1.5-inch dense. diameter. 1 Water Content = 9 15.0 1 PROJECT NUMBER BORING NUMBER - 139198.T3.31 B-6 SHEET 2 OF 2 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 11th St./ANACORTES AVE. NE, RENTON, WA. ELEVATION 413.58 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS a F SAMPLE STANDARD SOIL DESCRIPTION COMMENTS PENETRATION 1 Uj r TEST mw a oz RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE =a >cl, aw > MOISTURE CONTENT, RELATIVE DENSITY DRILLING FLUID LOSS I—LL w wm o 6" -6' -6" OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION w� Z �� w (N) MINERALOGY o cn z a 15.0 S4 0.3 50/6'' POOR RECOVERY: SILTY SAND WITH Water Content = 6 15.5 50 6" RAV (SM), as above, with broken pieces of granitic rocks, - minus 1.5-inch size. BOTTOM OF TEST BORING AT 15.5 feet. estore road surface using Black Top patch (Asphalt). 20.0 1 ' 25.0 PROJECT NUMBER BORING NUMBER — 139198.T3.31 9-7 SHEET 1 OF 1 SOIL BORING LOG PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th Street/Anacortes Ave. NE, RENTON, WA ELEVATION 410.32 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD-AND EQUIPMENT 4'' ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS NOT ENCOUNTERED START 02/4/97 FINISH 02/4/97 LOGGER KLS a SAMPLE STANDARD SOIL DESCRIPTION COMMENTS oLL PENETRATION �� } TEST mw a � RESULTS SOIL NAME,CONTENT, GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE =a � aw > MOISTURE CONTENT, RELATIVE DENSITY DRILLING FLUID LOSS � u- w wm o 6" -6' -6" OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION w� Z a�? w (N) MINERALOGY o Cn z Test boring is located near the 0 - 3 inches: Asphalt Concrete (AC) intersection of NE 10th Street and Pavement Anacortes Avenue NE intersection. HAND DUG 3 - 21 inches: ORGANIC SILT WITH SAND Used post hole digger to dig the upper 5 H1 N/A AND GRAVEL. (OL), black, moist, spongy, feet. Some cobbles from I foot bgs. (N/A) with plant roots and organics, fine gravel. ----Water Content = 35 2.5 SILTY SAND WITH GRAVEL. SM, bluish PERCENT PASSING SIEVE ;*200: gray, moist, loose to medium dense, up to Silt Content = 28 % 30 percent of minus 3-inch gravel, fine to Water Content = 18 H2 N/A HAND DUG coarse sand, fine to coarse gravel (N/A) (FILL). 4.0 5.0 5.0 SILTY GRAVEL WITH SAND. (GM), dark Rough drilling for the entire depth. — 28-50/5'' gray to gray, moist, very dense, - minus S3 0.8 5.9 (50/5'') 1.5-inch gravel, fine sand. Water Content = 8 % 7.5 SILTY SAND. (SM), dark gray to S4 0.8 27-50/3" gray/brown, slightly moist, very dense, 8.3 (50/3'') slightly cemented, with some gravel, fine to Water Content = 9 % coarse sand. 10.0 10.0 50/6" SILTY SAND. (SM), grayish brown, slightly Rough drilling. Broken pieces of gravel 10.5 S5 0.5 (50/61 moist, very dense, trace of gravel, fine to near the sampler tip. coarse sand. Water Content = 9 BOTTOM OF TEST BORING AT 10.5 feet. estore road surface using Black Top patch (Asphalt). ' ® PROJECT NUMBER BORING NUMBER 139198.T3.31 B-8 SHEET 1 OF 1 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION NE 10th Street/Anacortes Ct. NE, RENTON, WA ELEVATION 409.87 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER ' WATER LEVELS NOT ENCOUNTERED START 02/5/97 FINISH 02/5/97 LOGGER KLS 3 SAMPLE STANDARD SOIL DESCRIPTION COMMENTS o LL PENETRATION ' LU TEST mw a o RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE o > acl: w MOISTURE CONTENT, RELATIVE DENSITY xa � w > DRILLING FLUID LOSS ALL w wm o 6, OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION wD z �� w (N) MINERALOGY �-z � Test boring is located near the 0 - 2 inches: Asphalt Concrete (AC) intersection of NE 10th Street and Pavement Anacortes Ct. NE Intersection. 6 - 8 inches: Silty Gravel (GM) - Base Used post hole digger to dig the upper 5 Course. feet. 8 - 24 inches: SILTY SAND WITH Approximately 3- to 4-inch cobbles in GRAVEL/SILTY GRAVEL WITH SAND. the upper 4 feet. (SM/GM), dark brown, moist, medium dense ' (FILL). ncountered native mate,al at about 2 2.5 feet bgs. Tight drilling. Hollow stem SILTY SAND WITH GRAVEL AND COBBLES auger sounds like locked-n between big SM, brown to brownish gray, moist, dense cobbles. ' HAND DUG to very dense, mottled, looks weathered, RAN ANALYSIS B01 N/A with 3- to 4-inch cobbles. (N/A) Gravel = 36 Sand = 41 % 4.0 Silt = 23 % Water Content = 15 ' 5.0 5.0 S2 0.2 50/5'' POOR RECOVERY: Broken pieces of rocks 5.4 mixed with Silty Sand (SM) soil, similar to above. Rocks are minus 2-inch granitic, dry, and whitish color. 7.5 ' 7.8 S3 0.1 50/4" POOR RECOVERY: Two broken pieces of Took samples of cuttings between 5 feet dark gray rocks underlying Silty Sand and 10 feet (Sample No. CT1). Cuttings (SM). is SILTY SAND WITH GRAVEL/SILTY GRAVEL WITH SAND. (SM/GM), gray, moist, minus 1.25-inch gravel. ' 10.0 10.0 50/5" SILTY SAND (SM), gray, slightly moist, 10.4 S4 0.4 very dense, slightly cemented, with up to Water Content = 7 % 15 percent minus 1.25-inch gravel. BOTTOM OF TEST BORING AT 10.4 feet. oad surface restored using Black Top patch (Asphalt). r PROJECT NUMBER BORING NUMBER 139198.T3.31 B-9 SHEET 1 OF 2 SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION WHITMAN CT. NE/SUNSET BOULEVARD, RENTON, ELEVATION 394.00 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD-AND EQUIPMENT 4'' ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER ' WATER LEVELS SEE READINGS FOR P-1 START 02/5/97 FINISH 02/5/97 LOGGER KLS a SAMPLE STANDARD SOIL DESCRIPTION COMMENTS 0w PENETRATION LU" TEST wmw a RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, v > a� w MOISTURE CONTENT, RELATIVE DENSITY DEPTH OF CASING, DRILLING RATE IL Cr wm o 6" -6' -6" OR CONSISTENCY, SOIL STRUCTURE, DRILLING FLUID LOSS w0 z �� w (N) MINERALOGY TESTS AND INSTRUMENTATION o cn z cr Test boring is located near the intersection between Whitman Ct. NE and Sunset Boulevard, and 2 feet north of B-1. Used post hole digger to dig the upper 5 feet. ' S.0 Similar materials as in B-1 in the upper 5 ' No sampling done in the u er 12.5 feet. feet. PP See logs of Test Boring B-1 for soil type (s) in this zone. ' Smooth drilling. ' 10.0 Cuttings look very similar material as those encountered in the upper 10 feet at B-1. 12.5 POORLY-GRADED SAND SP, brown to gray Very wet cuttings with slurry-like brown, wet, as in B-1 samples S4 and S5, consistency. 21_34-42 except with four pieces of minus 1.5-inch ' SI 1.5 (76) gravel in the middle 4 inches of sample, ERC Silt Content = 3 PASSIN I V dense to very dense. nt 14.0 Water Content = 21 ' 15.0 ' PROJECT NUMBER BORING NUMBER - 139198.T3.31 B-9 SHEET 2 OF 2 Qi SOIL BORING LOG ' PROJECT RENTON STORM SYSTEM IMPROVEMENT PROJECT LOCATION WHITMAN CT. NE/SUNSET BOULEVARD, RENTON, ELEVATION 394.00 feet DRILLING CONTRACTOR HAYES DRILLING, INC., BOW, WASHINGTON DRILLING METHOD AND EQUIPMENT 4" ID HSA/GEFCO STRATA STAR 15 W/ DOWNHOLE HAMMER WATER LEVELS SEE READINGS FOR P-1 START 02/5/97 FINISH 02/5/97 LOGGER KLS 3 F SAMPLE STANDARD SOIL DESCRIPTION COMMENTS ow PENETRATION MLU } TEST mw a RESULTS SOIL NAME, USCS GROUP SYMBOL, COLOR, DEPTH OF CASING, DRILLING RATE v > a� w MOISTURE CONTENT, RELATIVE DENSITY =a w > DRILLING FLUID LOSS r-w w wm o 6" -6' -6" OR CONSISTENCY, SOIL STRUCTURE, TESTS AND INSTRUMENTATION wM ~ aj w (N) MINERALOGY �cn z 15.0 Top 14 inches: S2A contains the top 14 inches. POORLY-GRADED SAND. (SP), as above, S2B contains the samples from 14 inches S2A/B 1.5 9-30-35 very moist to wet and no gravel. to 18 inches. (65) 14 to 16 inches: ' al-LT• (ML), brown, wet, firm to stiff, Water Content = 20 16.5 homogeneous, with a little organic smell. 16 to 18 inches: SILTY SAND. (SM), brown to gray/brown, wet, similar in appearance to the top 14 inches, with approximately 30 to 40 Water Content = 23 ' percent silt. Fill hole with water to stabilize potential ' heaving. Driller feels like the hole is not taking any water. Soil at the bottom of the hole probably has low permeability. ' 20.0 20.0 Top 6 inches: POORLY-GRADED SAND. (SP), brown, very ' moist to wet, medium dense, fine to medium Water Content = 21 3A/B/ 9-20-13 1.3 sand. (33) Middle 4 inches: SILTY SAND. (SM), brown, wet, firm to 21.5 stiff, fine to medium sand. Bottom 6 inches: Water Content = 27 SILTY SAND. (SM), gray brown to brown, wet, medium dense, fine to medium sand. Water Content = 22 Hit more gravelly formation at 23 feet to 24.5 feet bgs. Just occasional gravel according to driller. 25.0 25.0 Top 9 inches: Piece of 1-inch gravel near the tip of POORLY-GRADED SAND WITH SILT sampler. 15-19 24 (SP-SM), brown, very moist to wet, fine to S4 1.5 coarse sand.(43) Bottom 9 inches:' PERCENT PASSING SIEVE #200:SILTY SAND. SM, brown gray brown, Silt Content = 29 26.5 wet, dense to very densee,, fine to medium sand. Water Content = 15 % BOTTOM OF TEST BORING AT 26.5 feet. ' oad surface was restored using Black Top patch (Asphalt). 1 APPENDIX B Laboratory Testing Program 1 Laboratory testing was performed at Geo-Engineers, Inc. The laboratory tests performed included natural moisture content, grain size analyses, percent passing sieve No. 200, and visual description. 1 The results of the laboratory tests are included in this appendix and are summarized in Table 2 of this geotechnical report. The test results are also incorporated in the logs of test borings which are contained in Appendix A of this geotechnical report. Brief descriptions of the various laboratory 1 tests follow. Natural Moisture Content ' The natural moisture content test determines the weight of water contained in a given weight of soil. The results are usually presented as the weight of water divided by the weight of dry solids, 1 expressed as a percentage. Moisture content (along with unit weight and specific gravity of solids) provides the basis for determining the phase relationships of a soil and may be useful in estimating soil consistency, compressibility, and strength. Moisture content was determined in accordance with ASTM D 2216. 1 Grain Size Analyses Grain size analyses were conducted in accordance with ASTM D 422, Standard Method for ' Particle Size Analysis of Soils. The lab procedure includes (a) mechanical sieve analysis for samples estimated to contain less than 50 percent fines (material passing the No. 200 sieve), and (b) combined (sieve and hydrometer) analysis for samples estimated to have at least 50 percent fines ' content. The sieve analysis consists of shaking soil through a stack of progressively smaller opening screens, each with known opening size and determining the portion (by weight) of particles retained on each sieve. The hydrometer analysis is based on Stoke's law for the velocity ' of a freely falling sphere. The method involves determining the settling rate of soil particles by measuring the density of the soil water solution, and calculating the particle size in suspension at particular time intervals. i Pe rcent Passing Sieve No. 200 ' Percent passing sieve No. 200 is usually conducted when the percentage of fines contained in the sample is required. This test is conducted by washing a representative soil sample of known weight 1 through sieve No. 200. The soil retained on the sieve is then oven-dried and weighed. The percentage passing (by weight) of the sample through sieve No. 200 can then be calculated based on this information. This test was conducted in accordance with ASTM D 1140. 1 i Visual Description The visual description of soils allows convenient and consistent comparison of soils using a 1 standard method for describing the soil. The use of this method of classification provides a basis for comparison of soils from widespread geographic areas. Visual classification of soils was performed in accordance with ASTM D 2488. Soil Classification Systems ' Soil classification systems attempt to group soil with similar engineering behavior based on index tests. A number of classification systems have been developed, usually for a specific application. The system most generally accepted for a wide range of engineering applications is the Unified Soil Classification System (USCS). Soil classification systems generally use index test methods (particle size analysis and Atterberg limits) to permit rational grouping of the soil. Laboratory classification of soil was performed in accordance with ASTM D 2487. The results were used to ' correct some of the visual classifications contained in the boring logs of Appendix A. The corrected USCS classifications can be identified from the boring logs as those not enclosed in parenthesis. 4759-010-06-1130 JRS:vvI 02/14/97(00390021CH2MHB1.PRE) U.S.STANDARD SIEVE SIZE W 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 O LI I L 90 80 70 __TFF III H W -IT 60 50 co z 40 W LU 30 IL 20 10 0 0 D1,000 1 00 1 0 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS G) 0 c z W GRAVEL FA SAND m 0 COBBLES I -- SILT OR CLAY c:: COARSE FINE COARSE MEDIUM T FINE m (n SYMBOL EXPLORATION SAMPLE NUMBER DEPTH(FEET) SOIL DESCRIPTION B-1 Sample S4 7.5 -9.0 Brown medium to fine sand (SP) (loose, wet) I I — Particle Size Analysis Worksheet ' Job Name: CH2MHILL Renton Sewer Job No: 4759-010-06 Date: 02/14/97 Tested By: CAJ Boring No: B-1 Sample No:S4 Depth: 7.5-9.0 ' Soil Description: Brown fine sand w/silt&w/occ.f gravel (SP-SM) (Loose, Wet) ' Test Type: -200 Sieve Analysis Hydrometer Estimated% -200: Moisture Content -200 Wash ' Pan # L2 * Pan # L2 Pan + Wet Soil 1033.0 * Pan + Wet Soil Before 876.10 Pan + Dry Soil 876.1 * Pan + Dry Soil After 848 Moisture Loss 156.90 -200 From Wash 28.10 Pan Wt. 173.18 * Pan Wt. 173.18 Dry Soil Wt. 702.92 Dry Soil Wt. 702.92 Moisture Content 22.3 % of-200 4.0 1 Total Washed Soil Wt: 674.82 ' Sieve Analysis Fractional Sample Total Sam le Summary Sieve Accum.Wt. Accum.Wt.1 Sieve ' Size Retained Retained % Retained % Passing Size %Passing 3.0' ********** 0.00 0.0 100.0 3.0' 100.0 1.54 ********** 0.00 0.0 100.0 1.5' 100.0 ' 3/4' ********** 9.47 1.3 98.7 3/4' 98.7 3/8' ********** 34.29 4.9 95.1 3/8' 95.1 #4 ********** 38.30 5.4 94.6 #4 94.6 #10 1.21 47.85 6.8 93.2 #10 93.2 #20 5.86 84.54 12.0 88.0 #20 88.0 #40 33.55 303.06 43.1 56.9 #40 56.9 #60 67.13 568.05 80.8 19.2 #60 19.2 #100 77.09 646.65 92.0 8.0 #100 8.0 #200 80.38 672.61 95.71 4.31 1 #200 4.3 Pan 80.66 674.82 Note: the fractional sample correction equals the weight of washed -#4 divided by the weight of the washed -#4 sieved. Classification Data ' Descri tion %Total Gravel Coarse 1.3 Fine 4.1 Sand Coarse 1.4 Medium 36.3 Fine 52.6 -200 4.3 ' E i ication based upon analysis: Brown m-f sand (Loose, et ' SIEVE ANALYSIS Job NameCH��N% �1 �-�� Tested by cy+) 1-7h5 Date ' Job Number Checked by ' SAMPLE Boring No. Sample No. Sample Depth -7 75- Visual Description (USC) Comments -rb U . Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") ' small samples) Dirty C MOISTURE CONTENT #200 WASH Cup # L �L_ Cup # L� Cu + Wet Soil Cu + Dry Soil before ' Cu + Dry Soil ��; _ Cu + Dry Soil after Moisture Loss 4200 From Wash Cup Tare / 3_ g Cup Tare �a Dry Soil Dry Soil Moisture Content % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained % Passing Retained % Retained % Passing 3" ' 1.5" 1" 3 4 �- 5/8" 3/8" ' #4 3 �v #8 #10 _ I #16 #20 #30 ' #40 3 SS #50 — #60 . �3 #100 0 '7- #200 . ' Pan Corrected ' ASTM D422, D1140 Document ID: SIEVE.WKi 4759-010-06-1130 JRS:vvI 02/14/97(0039002\CH2M HB4.PRE) U.S.STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 - 90 TI 1 jAi U 80 N1 i - ! - 0- T 70 LD 60 0 z III I I F '0 CIO < 40 -1 F IF z Lu 30 20 10 0 1,000 100 10 1 0.1 0.01 0.001 GRAIN SIZE IN MILLIMETERS z GRAVEL SAND m 0 COBBLES SILT OR CLAY C COARSE FINE ICOARSE I MEDIUM FINE M SYMBOL EXPLORATION SAMPLE NUMBER DEPTH(FEET) SOIL DESCRIPTION B-4 2.5 -4.0 Brown silty fine to coarse gravel with fine to coarse sand (GM) Sample BG-1 (loose, moist) ' Particle Size Analysis Worksheet 1 Job Name: CH2MHILL Renton Sewer Job No: 4759-010-06 Date: 02/14/97 Tested By: CAJ ' Boring No: B-4 Sample No:BG-1 Depth: 2.5-4.0 1 Soil Description: Brown silty c gravel w/fine gravel &w/f-c sand (GM) (Loose, Moist) ' Test Type: -200 Sieve Analysis Hydrometer Estimated % -200: Moisture Content -200 Wash Pan # T5 Pan # IT5 Pan + Wet Soil 5329.8 * Pan + Wet Soil Before 4998.67 Pan + D Soil 4998.67 * Pan + Dry Soil After 4173.12 Moisture Loss 331.13 -200 From Wash 825.55 Pan Wt. 329.53 * Pan Wt. 329.53 Dry Soil Wt. 4669.14 DSoil W �/Rot* 4669.14Moisture Content 7.1f-200 17,7 Total Washed Soil Wt: 3843.59 Sieve Analysis Fractional Sample Total Sam le Summary Sieve Accum.Wt. ACCUm.Wt. Sieve ' Size Retained Retained %Retained % Passing Size % Passing 3.0' ********** 0.00 0.0 100.0 3.0' 100.0 1.5' ********** 987.30 21.1 78.9 1.5' 78.9 3/4' ********** 1293.20 27.7 72.3 3/4' 72.3 3/84 ********** 1621.80 34.7 65.3 3/8 65.3 #4 ********** 2021.00 43.3 56.7 #4 56.7 #10 12.17 2408. 0 -51.6 48.4 #10 48.4 #20 23.25 2760.92 59.1 40.91 #20 40.9 #40 33.59 3089.99 66.2 33.8 #40 33.8 #60 42.75 3381.50 72.4 27.6 #60 27.6 #100 49.64 3600.77 77.1 22.9 #100 22.9 #200 56.97 3834.04 82.1 17.9 #200 17.9 Pan 57.27 3843.59 Note:the fractional sample correction equals the weight of washed-#4 divided by the weight of the washed-#4 sieved. Classification Data ' Descri tion %Total Gravel Coarse 27.7 Fine 15.6 Sand Coarse 8.3 1 Medium 14.6 Fine 15.9 -� 17.9 ' ass i ication based upon analysis: brown silty -c grave w -c sand M (Loose, Moist SIEVE ANALYSIS Job Name Se Tested by atS Date ,r -iD -5� Job Number S- - o i o - oc, Checked by ' SAMPLE Boring No. L/ Sample No. & / Sample Depth Visual Description USC ., Sit ;1 - .,/f _,Q � 1,'Ar< .�- C A C.7 T Comments i( iStandard: A Large Gravelly Sample: Clean B Ci METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C C MOISTURE CONTENT #200 WASH Cup # S Cup # i_ Cu + Wet Soil Cu + Dry Soil before Cu + Dry Soil /1 . o � Can5, Cu + Dry Soil after Moisture Loss 4200 From Wash Cup Tare -iq Cup Tare afi. S 3 Dry Soil Dry Soil Moisture Content % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. Size Retained % Retained % Passing Retained % Retained % Passing 3" - 1" 3/411 A- 5/8" _ 3/811 (�a #4 . #8 #10 #16 #20 7S : S— ' #30 - #40 S #50 #60 '- #100 #200 cI Pan Corrected ASTM D422, D1140 Document ID: SIEVENK' 4759-010-06-1130 JRS:vvI 02/14/97(0039002\CH2M H138.PRE) U.S.STANDARD SIEVE SIZE 3" 1.5" 3/4" 3/8" #4 #10 #20 #40 #60 #100 #200 100 O 171s 1 11 1 1:111 1 1i 90 NI 80 - N 7-1 0 60 - M CIO z T—H U) 50 z 40 UJ 30 - 20 - LJ 10 0 iL 44—I . 0 1,000 100 10 1 0.1 0.01 0.001 > GRAIN SIZE IN MILLIMETERS O 0 z GRAVEL SAND ;0 COBBLES I SILT OR CLAY M 0 COARSE FINE 1COARSE 1 MEDIUM I FINE ;u m V) SYMBOL EXPLORATION SAMPLE SOIL DESCRIPTION NUMBER DEPTH(FEET) B-8 0 Brown silty fine to coarse sand with fine to coarse gravel (SM) (loose, 2.5 -4. Sample BG-1 moist) Particle Size Analysis Worksheet ' Job Name: CH21VIHILL Renton Sewer Job No: 4759-010-06 Date: 02/14/97 Tested By: CAJ ' Boring No: B-8 Sample No:BG-1 Depth: 2.5-4.0 Soil Description: Brown silty f-c gravel w/f-c sand (GM) (Loose, Moist) ' Test Type: -200 Sieve Analysis Hydrometer Estimated % -200: Moisture Content -200 Wash ' Pan # T-20 * Pan # T-20 Pan + Wet Soil 5171.0 * Pan + Wet Soil Before 4545.07 Pan + Dry Soil 4545.07 * Pan + Dry Soil After 3560.76 ' Moisture Loss 625.97 -200 From Wash 984.31 Pan Wt. 215.24 * Pan Wt. 215.24 Dry Soil Wt. 4329.83 P/, Soil Wt. 4329.83 Moisture Content 14.5 of-200 22.7 Total Washed Soil Wt: 3345.52 Sieve Analysis Fractional Sample Total Sample bummary Sieve Accum.Wt. Accum.Wt. Sieve ' Size Retained Retained %Retained %Passing Size % Passing 3.0- ********** 0.00 0.0 100.0 3.0' 100.0 1.5- ********** 713.50 16.5 83.5 1.50 83.5 ********** ' 3/4 958.20 22.1 77.9 3 4' 77.9 3/80 ********** 1230.801 28.4 71.6 3/8' 71.6 #4 ********** 1559.60 36.0 64.0 #4 64.0 #10 11.13 1915.44 44.2 55.8 #10 55.8 ' #20 20.12 2202.86 50.9 49.1 #20 49.1 #40 30.06 2520.66 58.2 41.8 #40 41.8 #60 39.46 1 2821.19 65.21 34.81 #60 34.8 ' #100 47.01 1 3062.57 70.71 29.3 #100 29.3 #200 55.01 1 3318.34 76.61 23.4 #200 23.4 Pan 55.86 1 3345.52 ' Note:the fractional sample correction equals the weight of washed 44 divided by the weight of the washed 44 sieved. Classification Data ' Description %Total Gravel Coarse 22.1 Fine 13.9 Sand Coarse 8.2 t Medium 14.0 Fine 18.4 -200 23.4 ' ass cation based upon analysis: Brown silty -c sand w -c grave M (Loose, Moist) ' SIEVE ANALYSIS ' Job Name ryaN( Tested by 0") A?A S Date o2 - l,a Job Number L/-4S j - o/o -0C, Checked by ' SAMPLE Boring No. Q- g Sample No. 66 / Sample Depth Visual Description USC ��,., , LT y ' Comments (,ij Sri,,. Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") ' small samples) Dirty C MOISTURE CONTENT #200 WASH Cup # - T xo Cup # Cu + Wet Soil ). (6 S Cu + D Soil before) /o .ca Cu + Dry Soil io . o�4_ L6S Cu + Dry Soil after Moisture Loss 4200 From Wash Cup Tare Cup Tare Dry Soil Dry Soil Moisture Content % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained % Passing Retained % Retained % Passing 311 1" 3/411 _ �- 5/8" 3/811 3 b. g #8 #10 ' #16 #20 ' #30 r- #40 C, #50 — ' #60 . L #100 o/ #200 ' Pan / Corrected ' ASTM D422, D1140 Document ID: SIEVEAK1 ' SIEVE ANALYSIS Job Name 11 Tested by S Date Job Number L/ -� Checked by ' SAMPLE Boring No. - 1 Sample No. G Sample Depth Visual Description USC DAtk_ o,-, , ,c ? �'-c 4 ' %v /h- i4✓U M L o o iC?v i ST Comments ' Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and ` =�� (split on #4 or 3/4") small samples) --= Dirty C C MOISTURE CONTENT #200 WASH Cup # --/ o Cup # I—Io Cu + Wet Soil q -9. C� Cu + Dry Soil before C7-� ' Cu + Dry Soil a el� . I Cu + Dry Soil after 6 V Moisture Loss S o 4200 From Wash Cup Tare j��, Cup Tare Dry Soil Jt . i Dry Soil Moisture Content /( . ; % of 4200 G FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained % P sing Retained % Retained % Pa sin 311 ' 1.5" 1" 3/4" ' 5/8" 3/8" #4 #8 #10 ' #16 #20 #30 #40 #50 #60 #1 ' 00 Pan Corrected ASTM D422, D1140 Document ID: SIEVENK SIEVE ANALYSIS 1 Job Name CfI,�Nt4i O Tested by C1� S Date 1,-4 Job Number t-i o —o co Checked by ' SAMPLE Boring No. Sample No. S 3 Sample Depth S_ &,S Visual Description (USC r ' Comments ' Standard: A Large Gravelly Sample: Clean B METHOD (non gravelly and / (split on #4 or 3/4 ) small samples) � Dirty C MOISTURE CONTENT #200 WASH ' Cup # Cup # F Cu + Wet Soil (� S Cu + Dry Soil before �o Cu + Dry Soil o Cu + Dry Soil after , Moisture Loss S�, 4200 From Wash Cup Tare i p 3n Cup Tare �60. ' Dry Soil y-; y . ► O Dry Soil Moisture Content i/ . I % of-#200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. / Accum. Wt. Size Retained % Retained % Past Retained % Retained % Passing 311 ' 1.5" 1" 3/4" ' 5/8" 3/8" #4 ' #8 #10 ' #16 #20 #30 ' #40 #50% ' #60 ,#100 #200 ' Pan Corrected ' ASTM D422, D1140 Document ID: SIEVE.WKt SIEVE ANALYSIS Job Name rz �1; rl Tested by rtl�2 <p-S Date Job Number Checked by ' SAMPLE Boring No. -C ._ Sample No. Sot Sample Depths— Visual Description (USC) c Comments Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and ; (split on #4 or 3/4'� small samples) f i Dirty C MOISTURE CONTENT #200 WASH ' Cup # S L - / Cup # Cu + Wet Soil Cu + Dry Soil before Cu + Dry Soil o Cu + Dry Soil after Moisture Loss 1 , 80 4200 From Wash .,D Cup Tare - Cup Tare /b�.SS3 Dry Soil p�(. Dry Soil - , ! Moisture Content % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained °iTassinq Retained % Retained % Passing 3" ' 1.5" 1" 3/4" ' 5/8" 3/8" ' #4 #8 #10 ' #16 #20 #30 ' #40 #5b 60 /#100 / #200 ' Pan Corrected ' ASTM D422, D1140 Document ID: SIEVEAK1 SIEVE ANALYSIS Job Name(-�aFI N, i( Tested by �, LS Date Job Number Checked by ' SAMPLE Boring No. Sample No. S/ Sample Depth Visual Description USC ��r�+y ,�,y ;:N _ cs Comments Lj ' Standard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") 1 small samples) ' Dirty C MOISTURE CONTENT #200 WASH ' Cup # DP— Cup # &0_ Cu + Wet Soil �. Cu + Da Soil before S 1/0 Cu + Dry Soil S y Cu + Dry Soil (after) cY/. Moisture Loss (C 4200 From Wash Cup Tare / _ c. Cup Tare 3 . i D Soil SS G._ U 6. D Soil 5� Cry. Moisture Content 9-1 % of-71r1-200 1 FRACTIONAL SAMPLE z TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained % Passi Retained % Retained % P ssin 311 ' 1.5" 1" 3/411 5/8" 3/8" #4 #8 #10 ' #16 17 #20 / #30 ' #40 #50 ' #60 #100 / ' #200 Pan Corrected ASTM D422, D1140 Document ID: SIEVE.WKi ' SIEVE ANALYSIS Job Name C LJtl Tested by C��M Date Job Number oro - 0 4 Checked by ' SAMPLE Boring No. Sample No. S Sample Depth Visual Description (USC) &7/1,4 c - c 09 V- -� Cv�Sc 1`�otS� Comments iStandard: A Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") 1 small samples) Dirty C MOISTURE CONTENT #200 WASH ' Cup # gyp— te Cup # P- Cup + Wet Soil 5,9 . o Cu + Dry Soil before yo . ' Cu + Dry Soil 4v / Cu + Dry Soil after Moisture Loss 4200 From Wash Cup Tare Cup Tare a Dry Soil Dry Soil Sz-ii .cC, Moisture Content /o % of 4200 ,Z . FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained % Passin Retained % Retained % Pas n 311 ' 1.5" 1" 3/4" 5/811 3/8" #4 #8 #10 #16 #20 #30 #40 #50 ' #60 j #100 % #2Qd P n C rrected ' ASTM D422, D1140 Document ID: SIEVENKI . SIEVE ANALYSIS Job Name (h4 h N r I SP L— Tested by CAS Z) Date I Job Number tl� S� - biv - o Checked by SAMPLE Boring No. Sample No. /V,;1_ Sample Depth 2.S- tj Visual Description (USC) (�,c,A1( Z F - c Comments Standard: A [] Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C MOISTURE CONTENT #200 WASH i Cup # / Cup # -j� Cu + Wet Soil 0 3�. Cu + Dry Soil before (11 Cu + Dry Soil (� , Cu + Dry Soil after S Y. Moisture Loss S oC) -#200 From Wash /SI S''i✓ Cup Tare o , b Cup Tare Dry Soil S 3 . a `1 Dry Soil 5 3j Moisture Content j� . % of 4200 FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. Size Retained % Retained %Pi�s'sing Retained % Retained % Pas 3" 1.5" 1" 3/4" 5/811 3/8" #4 #8 #10 ' #16 #20 #30 #40 / #50 #60 / #100 #206 P n Corrected ASTM D422, D1140 Document ID: SIEVENK' f SIEVE ANALYSIS ' Job Name aLm 14; r( Sew rem Tested by C 7x S Date d-/.1 S 7:� Job Number y-:3- S-� - Div- p CP Checked by 1 SAMPLE Boring No. Sample No. S/ Sample Depth,/-),-iy Visual Description (USC) (� .0 �,cP sP c��s� wo,tr Comments Standard: A Large Gravelly Sample: Clean B �I METHOD (non-gravelly and (split on #4 or 3/4") small samples) Dirty C ❑ MOISTURE CONTENT #200 WASH Cup # gyp- - Cup # a— Cup + Wet Soil Cu + Dry Soil before ' Cu + Dry Soil Cu + Dry Soil after Moisture Losses n 4200 From Wash Cup Tare M7/. 0 �;'L_ Cup Tare 5 0 Dry Soil Dry Soil 5 o Moisture Content L . 3 % of 4200 3. FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. ' Size Retained % Retained % Pas/. 9 Retained % Retained % P4ssin 3" ' 1.5" 1" 3/4" 1 5/8" 3/8" #4 #8 #10 #16 #20 ' #30 #40 #50 ' #60 #100 #20 Pn C rected ASTM D422, D1140 Document ID; SIEVERK1 ' SIEVE ANALYSIS Job Name C ya r< N ; Se w Tested by CAI/w S Date Job Number S9 - cD(o -- Checked by SAMPLE Boring No. /2 -� Sample No. Sample Depths s Visual Description USC �5L, owe l r y Comments ' Standard: A 0 Large Gravelly Sample: Clean B METHOD (non-gravelly and (split on #4 or 3/4") ' small samples) Dirty C MOISTURE CONTENT #200 WASH Cup # ,D- / Cup # C) Cup Cu + Wet Soil o Cu + Dry Soil before G - ' Cu + Dry Soil Cu + Dry Soil (after) 6 Moisture Loss C -#200 From Wash Cup Tare /i S. S� Cup Tare Dry Soil 5 35 . / Dry Soil Moisture Content % of 4200 Z FRACTIONAL SAMPLE TOTAL SAMPLE Sieve Accum. Wt. Accum. Wt. iSize Retained % Retained % Passing Retained % Retained % Passing 3" 1.5" 1 3/411 5/811 3/8" ' #4 #8 #10 ' #16 #20 ' #30 #40 #50 ' #60 #100 ' #200 Pan Corre ed ' ASTM D422, D1140 Document ID: SIEVE.WK1 \tom Geo Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: C.Hn� �1 /� j �/ �� sal Job Number: Y-4 S 1 - o/o Date rn Tested by Boring/Test Pit No. / g _ j _ _ Sample No. /jC, / S $- /�, S�k Depth (ft.) J - 3 �o- //•S .,�- L /S- lb•5- Pan Number h L( JA/ Pan +Wet Soil (g) J• o O, 1 113_ 1 ( . 13 Pan + Dry Soil (g) O 6 Moisture Loss (g) (U .0 Pan Wt. (g) C) ( O'�- 0U, o 3 Dry Soil Wt. (g) ( c,S Moisture Content Soil Description ? ( I_ (� J D� l ��,�, Q Q r o W/� f j - (i / i ✓ G `� L/t- ///JY r., / {�OJ�I� G t- SI�� <,�� S�C r rvI r-dj'-A, - 5 ovt� G'may- S'an%. [--C/� Wi� h � �( AW4 nc �� (Mo IS P La a>r,) S'a4C Si (, CMS) , S�� (6 P-<;Al (sp) C Ma,stl (�r`�•w.- ova Document ID: MCD-2216.VSD Geo Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: C 8,�/M N Job Number: Y-4 1 - Date �- Tested by Al A-Y-I Boring/Test Pit No. 4-� f- Sample No. S 14 S y N / Depth (ft.) L .S /o�- I/ .rj 1 'i'�f.."�'y�t e :'�''?sfel g'+i.';.�' z' .' .ex^'•�fs S• i • _ ,.''� p,�P�' �9. '...1•ag .Ca,4zn 4. ��'., �•^,10.. 9'^sfm rk � F:'., tac�hfw+ ieLd4�'i�',u,t'H�ros,S..�i,.�,.+5✓,�.�tttxEsiA.','�a.h Pan Number t c-) Pan +Wet Soil (g) 73 z( . Z- , y Z Z ) 7 /,`�y Pan + Dry Soil (g) / 5�(. S S . l '-- /-7 0 5 / Moisture Loss (g) I `i • /"/ C _ U O . ` (C Pan Wt. (g) n c . O / - Q O p O Dry Soil Wt. (g) / S `/ (o /O� US �� ! �• a / �/ 3 �`� Moisture Content Soil Description D,k G�� 1� 6 rc DCV lC re_ s l ' 1 n�- CocusG 6fo+L O 'n,f Can 14 Document ID: MCD-2216.VSD Geo �Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: ['NaM 41 i( �, Job Number: /` S 1 —0/0 r-; r Date Tested by Boring/Test Pit No. Sample No. - Depth (ft.) - S -7. - iv Jl• ;� •S - L/ /O - 7/ S (i;, ..• f .,.,t, X", ..r rr,t i _... ,t:ir .y�.u.p ,y� .,,,,k,. a ,d «,..�i«+�*.'k'',�ir�'�3.1.�r1`Z�.•��- �. +'� fi.'S� � � �. ✓ .a "5+,?� � `»n�S.;b a£Fer�:� `..2�5 �•��.x^.�vib1.7,.r � �' .`�`', v.-. .:. "s. Pan Number Pan +Wet Soil (g) ZCL{ Z Pan + Dry Soil (g) a .7 t( (•b ( l (O /� 8 3 / �� Moisture Loss (g) _3 C / I • / ., Pan Wt. (g) Dry Soil Wt. (g) Moisture Content N 1�4k��&.#YF�<.« "r•43t� � �.3.-°, -;!S3�z,r ,. �.,,tx ?�x",�j�L{�..x.. ,s�,^..r ii,�7Cr�..:+�,�v Y;-•i s. 2 ;.�:� e�.�.. Soil Description s / f j r'�✓^ S ,'�f�, C r'�w,� >�j', � G r�� C , cc)c� f's� � c Y:1 r s tL s ctn C/ To c (C 4 (GP- 6N1) Document ID: MCD-2216.VSD GeolNpEngineers Moisture Content Determinations (ASTM D 2216-92) Job Name: � �/ S 7 — (��ta1/l-(J�(� /( Job Number: O/c;, Date Ot Tested by M4-m Boring/Test Pit No. - - �- _ `4- Sample No. �- Depth (ft.) / r f(o • O- S - C, •S �]. S -`7 in /i• S Y ��Y..{J", ��4C��}"�yy...;.,1.'..t.n�...gf_�r.j+a Pan Number Pan+Wet Soil (g) 1 <67, 15� ,o tj 3 N ? 3 Z6 . 6S Pan+Dry Soil (g) /��. d3 /3 e) ' U 3 O Moisture Loss(g) y . t( 3. ; f,�, v1(o3107 Pan Wt. (g) -�/ �j� C7/ Dry Soil Wt. (g) !a .Off- S-Z) DL G1 Moisture Content _'4:', :.ri s�5:'.• i s > , F., ,.� 4 F is :, �3 y.t:,+r:' .,. i:. �, ,a.r r�;. ai •`^tr' .. .,. ..;. 6 .dip i , aj�l ,d.eX. §, .'FieyYi.a .?`h. Soil Description (S 6 r ey S�' )�y u w 14-� 6 C-�S c, Fj'.� e- C o �sv_ C o a-�,5C 5 CAI-L -I' e sc,�fJ /L1OJ$4•l (-SNl ) !/,-o( CGOoS�I u coo s•�, ��, "s�J Jai0,15 (sM el--/ IeA-� , Document ID: MCD-2216.VSD UeolOwEngineers Moisture Content Determinations (ASTM D 2216-92) Job Name: C fly N; t( R --�D / Job Number: (1-7 0(., Date _ j 3_ Tested by AA M Boring/Test Pit No. g- _ _C- Sample No. Depth (ft.) io- /I•S /S - (� S ,S '/L SI ado }k ya. , yr/ e3�;_ #i ,b .i. t t. t,•� .y, t.,.: H.+- � ;=. .{.-.»,t,..rr�':�•wF`,�`nY•..e�.?i..�'._-.i„t „u<_•, ,re.�« -.a.f �,.P,rR}� �,. .. a.,F•ii; ti?a la � w N ; J ,�rrfl�"i a d _ ,9. a try S^�k 4„'^�.,��f..M1�< >.•tu�rfl+4,'ir :ti� 1, a. Pan Number _ (o _ 9 / 3 Pan +Wet Soil (g) -31<4 Pan + Dry Soil (g) (o . v /C- (, . (/ / 5 / (, 5 O c> Moisture Loss (g) , S _a 3� 7 71 /, Pan Wt. (g) -, o C7 (o © . Co Dry Soil Wt. (g) iL/ % 1 3 �; . v Moisture Content •r :&:� t i, ; ;"•' `,tom .i.; -i .✓ ,� x:; i tX �v «. Soil Description G f3 raw w. .a 7c; Caw 5'e Jcv�o� ✓/�t�o��JU� w,' {"n s 1 G 003 S o` C1 ( t A Sa AP Document ID: MCD-2216.VSD till. Geo1�Engineers Moisture Content Determinations (ASTM D 2216-92) Job Name: C(/ a l� I J i r ( _�� ./ ,� opt Job Number: Date - Tested by Boring/Test Pit No. Sample No. 5 5 C- Depth (ft.) a0 > ( S d .r,`�,�' k*:r.-#`,�`'i .�.,' »- .. :,'&r�fFr, %�,�. i�J. k7r.'=:�. r" ..! "� �x.. ..F,;•,.`. Pan Number 5 Pan +Wet Soil (g) Pan + Dry Soil (g) / 3 Moisture Loss (g) ' - S Pan Wt. (g) j " Dry Soil Wt. (g) / `f•O� Moisture Content '' � .��:' .. .,.�'., S -..'��:: .r�.;..� li.7i�?7k, i..��:� '�4,�dtJ��4+w•v�xr,:,':�lY�:"� - ,:'�;4��t��'.�"+�f��.wu��'v.,��';t7,t`,1�`.�r�`:�L�`�r�;�P��:�.�it �?«�t.�i'St.�•�', Soil Description Document ID: MCD-2216.VSD