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Geotechnical Engineering Services Report - COM Engineering / Geo-Tech Reports - 3/12/2008
I TO B" KEPT IN 74.11: Y ARCE- 1 3 " q I qolq (� S;Al Infc� o tio /��' .ToBuild�17 Engineering•ConsaMaig. pbzUyg GEOTECHNICAL ENGINEERING SERVICES REPORT Proposed Rite Aid Store 23940 NE State Route 3 'apc $�� Belfair, Mason County,Washington _ Prepared for Charles R. Lane, PE, PC Principal Consultant Nicholson Investment Properties Geotechnical Services 2333 Carillon Point Kirkland, Washington 98033 Prepared by PROFESSIONAL SERVICE INDUSTRIES, INC. 24113 56th Avenue West Mountlake Terrace, WA 98043 Telephone (425) 248-2400 Fax (425) 248-2401 o� PSI Report No. 578-85002 Thomas J. Be giin, PE Geotechnical Project Manager Geotechnical Services March 12, 2008 rya( Information _T0Bu11d On Engineering • Consulting • Testing Nicholson Investment Properties, Inc. March 12, 2008 2333 Carillon Point Kirkland, WA 98033 Phone: 425.827.7499 Fax: 425.827.3332 Attn.: Mr. Daniel B. Taylor Project Manager Subject: Geotechnical Engineering Report Proposed Rite Aid Store(6544) 23940 State Route 3 Eetfair, Mason County,Washington PSI Report No.: 578-85002 Dear Mr. Taylor, Professional Service Industries, Inc. is pleased to transmit our Geotechnical Engineering Services Report for the above referenced project. This report includes the results of our field and laboratory testing and recommendations for foundation design as well as recommendations for general site development. We appreciate the opportunity to perfomn this geotechnical study and look forward to continued participation during the design and construction phases of this project. If we can provide additional assistance, or observation and testing services during construction, please do not hesitate to contact us at 425-248-2400. Respectfully Submitted, Professional Service Industries, Inc. Thomas J. rglin, P Charles R. Lane, PE, PC Geotechnical Project Manager Senior Geotechnical Engineer Principal Consultant Kevin J. Sapp "G Construction Services Seattle Branch Manager h Professional Service Industries, Inc.•24113 56th Avenue West•Mountlake Terrace,WA 98043•Phone:425/248-2400• Fax 425/248-2401 TABLE OF CONTENTS Page No. 1.0 EXECUTIVE SUMMARY......................................................................................................1 2.0 PROJECT INFORMATION ..................................................................................................2 2.1 Project Authorization..........................................................................................................2 2.2 Project Description.............................................................................................................2 2.3 Purpose and Scope of Services ......................................................................................3 3.0 SITE AND SUBSURFACE CONDITIONS.........................................................................4 3.1 Site Location and Description ..........................................................................................4 3.2 Site Geology and Soils......................................................................................................4 3.3 Subsurface Materials.........................................................................................................5 3.4 Groundwater Information ..................................................................................................6 3.5 Seismic Considerations.....................................................................................................7 4.0 CONCLUSIONS AND RECOMMENDATIONS.................................................................7 4.1 General Geotechnical Discussion ...................................................................................7 4.2 Foundations ........................................................................................................................8 4.3 Slab-on-Grade Floors........................................................................................................9 4.4 Site Preparation..................................................................................................................9 4.5 Excavation Requirements...............................................................................................10 4.6 Fill Requirements .............................................................................................................10 5.0 PAVEMENT RECOMMENDATIONS................................................................................11 5.1 Asphalt Pavement............................................................................................................12 5.2 Concrete Pavement.........................................................................................................13 6.0 CONSTRUCTION CONSIDERATIONS...........................................................................13 6.1 Moisture Sensitive Soils=eather Related Concerns ................................................13 6.2 Drainage and Groundwater Considerations ................................................................13 6.3 Excavations.......................................................................................................................14 7.0 REPORT LIMITATIONS .....................................................................................................15 FIGURES Figure No. 1: VICINITY MAP Figure No. 2: TOPOGRAPHIC MAP APPENDICES Appendix A: GENERAL NOTES & SOIL CLASSIFICATION CHART Appendix B: TEST BORING LOCATION DIAGRAMS Appendix C: SUBSURFACE EXPLORATION — BORING LOG REPORTS Appendix D: LABORATORY TEST RESULTS -1- 1.0 EXECUTIVE SUMMARY Professional Service Industries, Inc. (PSI) performed a subsurface exploration program in preparation for the construction of a proposed Rite Aid store in Belfair, WA. This exploration was completed on March 6, 2008, and consisted of a total of six Standard Penetration test soil borings. In general compliance with our PSI proposal 578-850005 and subsequent discussions,two borings of these borings were advanced at the near the northwest and southeast corners of the property and an additional four borings were located near or within the proposed building footprint. The borings were located so as to generally classify the subsurface soil conditions present beneath the property. Subsurface conditions may vary between borings. From the available subsurface soil information, PSI draws the following general conclusions: • The site is generally underlain by a medium-dense to very-dense sand with silt(SP-SM)and gravel. Based on drilling resistance, occasional cobbles are present also. • An apparently localized deposit of loose silty sand was encountered in boring B-6 at a depth between 7 and 10 feet below existing grade (BEG), and in boring B-1 between 15 and 18 feet BEG. This deposit appears to be localized to the west end of the property. PSI should be retained to verify the nature and the extent of this deposit during construction. • Groundwater was encountered at between 4 and 5.5 feet below existing grade in the two borings which were flushed and checked for groundwater. Dewatering efforts should be anticipated for any planned excavations. • Shallow, spread footing foundations appear to be appropriate for the support of the estimated building loads provided that they are designed and constructed in accordance with the recommendations presented in this report. • For footings founded on undisturbed native medium dense sandy soil or on engineered backfill, use a maximum allowable soil bearing capacity of 2,000 pounds per square foot for combined live and dead loads. Refer to this report for more details regarding foundation design. • Continuous wall footings or column footings that are designed on this basis should settle less than one inch total and one-half inch differentially. The bulk of this settlement is expected to occur during construction. • The site is stepped into a natural hillside and has significant cut-slopes which are steeper th at at 1-1/2 to 1 (H:V). These slopes are presently vegetated and appear to be stable but will require additional protection from future erosion. Details related to site development,foundation design, and construction considerations are included in subsequent sections of this report. The designer should not rely solely on this Executive Summary and must read and evaluate the entire contents of this report prior to utilizing our engineering recommendations. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 -2- 2.0 PROJECT INFORMATION 2.1 Project Authorization PSI completed geotechnical exploration for the proposed Rite Aid project which will be constructed at 23940 State Route 3 in Belfair, Washington. Our services were authorized by Mr. Daniel B. Taylor of Nicholson Investment Properties on February 20, 2008. This exploration was accomplished in general compliance with PSI Proposal No. 578-850005 dated February 7, 2008. Authorization to extend this scope of services to include four additional test borings was granted by Nicholson Investment Properties, Inc. on February 29, 2008. 2.2 Project Description Information regarding the proposed project was provided by Nicholson Investment Properties, Inc. Based on the information provided, we understand that the proposed project consists of the construction of a new 17,272 square foot Rite Aid store and associated pavement at 23940 NE State Route 3 in Belfair, Washington. This report addresses geotechnical design and construction considerations. Structural load information was not provided to PSI, however we estimate that interior column loads will not exceed 120 kips and wall loads will not exceed 3 kips per linear foot. PSI assumes that new cuts and fills will be on the order of 6 feet or less. Existing cuts at the site on the south and east sides presently exceed about 10 feet. The development will also involve a new asphalt parking area surrounding the proposed building and a drive through which will run along the south side of the building with the service island located on the east side of the building. The geotechnical recommendations presented in this report are based upon the available project information, approximate structure locations, and subsurface soil conditions encountered in each test boring which are described in this report. If any of this information is found to be inaccurate, or if conditions encountered during construction differ from those reported to us, please inform PSI immediately in writing so that we may amend the recommendations presented in this report if appropriate. PSI cannot be held responsible for the implementation of its recommendations if it is not notified of changes in the project. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 ;51--**" ` r I -3- 2.3 Purpose and Scope of Services The purpose of this study was to explore the subsurface conditions at the site in order to assist Nicholson Investment Properties, Inc., in the design of acceptable foundations for the proposed Rite Aid Store in Belfair, Washington. Our original scope of services, as defined by PSI included drilling a total of two soil test borings. Each boring was drilled to about 50 feet or until drill refusal; whichever was shallower, in order to generally classify the site with regard to liquefaction potential. This scope was later modified to include four (4) additional test borings, each to a depth of twenty(20) feet or until drill refusal. PSI was not supplied with elevations at each test location. Estimates of the elevation at each test location were made using the topographic survey provided by Nicholson Investment Properties, Inc and should only be considered accurate to the degree of the method used. Also included in this scope was laboratory testing consisting of visual soil classification, particle size distribution and soil water content determination. This report briefly outlines the testing procedures, presents available project information, describes the site and subsurface conditions, and presents recommendations regarding the following: • Subgrade preparation recommendations • Site grading, cut, and fill recommendations • Geotechnical seismic design parameters • Recommendations for foundations • Comments regarding factors that will impact construction and performance of the proposed construction The scope of services did not include an environmental assessment for determining the presence or absence of wetlands, hazardous or toxic materials in the soil, bedrock, surface water, groundwater, or air on or below, or around this site. Any statements in this report or on the boring logs regarding odors, colors, and unusual or suspicious items or conditions are strictly for informational purposes. As directed by the client, PSI did not provide any service to investigate or detect the presence of moisture, mold or any other contaminants in or around any structure, or any service that was designed or intended to prevent or lower the risk of the occurrence of the amplification of the same. Client acknowledges that mold is ubiquitous to the environment with mold amplification occurring when building materials are impacted by moisture. Client further acknowledges that site conditions are outside of PSI's control, and that mold amplification will likely occur, or continue to occur, in the presence of moisture. As such, Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store(6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 �t' + III i -4- PSI cannot and shall not be held responsible for the occurrence or recurrence of mold amplification. 3.0 SITE AND SUBSURFACE CONDITIONS 3.1 Site Location and Description The site is located on the south side of State Route 3,just southeast of the interesection of NE Clifton Lane and NE State Route 3 in Belfair, Washington and is currently developed with two free standing single-story structures and a paved parking area. One building has historically been used for the repair and manufacture of boats (formerly Sande Boat Works) and the other appears to have served as retail space. An open, covered storage structure runs the length of the south property boundary and this extends along the west boundary. According the the topographic survey provided by Nicholson Investment Properties, from the east boundary to the west boundary there is a gradual drop in elevation of about 18 feet. From the south boundary to the north boundary there is a somewhat steeper drop in elevation which ranges from about 16 to 24 feet. The site has been significantly modified from its original wooded state, and has been stepped into the hillside with variable changes in elevation associated with each step. The surface of the north portion of the site is paved and the south portion of the site is covered with gravelly soil. It was easily accessible to truck mounted drilling equipment at the time of our exploration. To the west of the proposed development there is a gas station and to the east there is an automotive oil change facility. The site is bounded on the south by undeveloped wooded terrain which appears to be residential. To the north, the property is bounded by State Route 3. The properties north across State Route 3 include a Safeway, Starbucks, strip mall, and numerous other commercial developments. 3.2 Site Geology and Soils The Washington State Department of Natural Resources (DNR) reports the area to be generally underlain by Quaternary sediments, predominantly glacial drift and alluvium. The United States Department of Agriculture Soil Conservation Service reports the upper 80 inches of the site to be Everett gravelly sandy loam and also reports the parent material to be glacial outwash. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store(6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 Y -5- These descriptions are generally consistent with the conditions encountered at the locations tested. 3.3 Subsurface Materials The subsurface materials were explored at this site using six (6) Standard Penetration test soil borings. Each boring was advanced using mud-rotary drilling methods with a 4-inch tri- cone drill bit. In each boring Standard Penetration Tests (SPT) were conducted at regular intervals in general accordance with ASTM D-1586. After an initial "set" of 6 inches, the number of blows required to drive a split barrel sampler the final two six-inch increments (12 inches) is a measure of the driving resistance and is denoted as the "N"value. The"N" value is a measure of the relative density of cohesionless soils and the relative consistency of cohesive soils. Selected soil samples were collected from the split barrel sampler and sealed in airtight containers for transport to our laboratory for further testing. This testing included visual classification, soil particle size distribution analysis, and soil moisture content determination. Each test boring was continuously monitored and logged by an experienced geotechnical engineer or geologist from our office. A field log of each boring will be kept on file. Upon completion of the field and laboratory work, a final log of each boring was prepared by PSI's geotechnical engineer. Each final boring log contains an interpretation by PSI's geotechnical engineer of the specific subsurface soil conditions encountered at each test location. Transitions shown on the logs which occur between soil samples were approximated and may be gradual. Subsurface soil conditions may vary beneath other portions of the site. The final soil boring logs can be found in the Appendix of this report. Measured soil moisture contents and other laboratory information are also presented on the logs. Borings B-1 and B-2 were located near the northwest and southeast property corners, respectively. Boring B-1 was advanced to a total depth of about 50 feet while boring B-2 reportedly caved in at a depth of about 47 feet and after repeated attempts to clear the blockage, this boring was terminated at that depth. The subsurface materials encountered in boring B-1 consisted of one-to-two feet of gravelly, apparent fill material which was underlain by mainly by medium dense to very dense gravelly sand with silt (SP-SM) to a depth of about 47 feet where it changes rather quickly to soil which was visually classified as stiff clayey sand (SC). In this boring (13-1) Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store(6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 U -6- there is a layer of silty sand (SM) with a trace of peat at about 15 feet below existing grade (BEG). The loose silty sand was estimated to be about 2 to 3 feet thick. The subsurface materials encountered in boring B-2 were similar to those encountered in boring B-1 (gravelly sand with silt)with the exception that they were denser than those encountered in boring B-1 and there was no apparent layer of loose silty sand. Borings B-3 through B-6 were advanced at or near the four corners of the proposed building footprint as indicated by the drawing provided by Nicholson Investment Properties. Boring B-3 was terminated at 15 feet due to a mechanical failure and borings B-4, B-5 and B-6 were advanced to 20 feet BEG. The subsurface materials encountered in borings B-3, B-4, and B-5, were similarly interpreted as medium dense to very dense gravelly sand with silt and occasional cobbles and this soil was encountered to the bottom of these three borings. The subsurface materials encountered in boring B-6 were similar except that the loose silty sand was once again encountered at about 7 feet BEG. Each of these borings was terminated at a depth of about twenty feet BEG with the exception of boring B-3 which was terminated at a depth of about 15 feet. The soils encountered in these four borings are generally consistent with the medium dense to very dense sandy soils encountered in the first two borings at similar depth. An apparently localized deposit of loose silty sand (SM) was encountered in boring B-6 from a depth of about 7 feet to a depth of about 10 feet BEG. This deposit is similar to the one encountered in boring B-1, which was located to the northwest (see boring location diagram). The above subsurface description is generalized to briefly highlight the major subsurface stratification features and material characteristics. The reader is encouraged to refer to the boring logs included in the Appendix for detailed information at individual boring locations. These records include soil descriptions, stratifications, penetration resistances, locations of the samples, and results of laboratory test data. Water level information obtained during field operations is also shown on these boring logs where water levels were measured. The samples that were not altered by laboratory testing will be retained for 60 days from the date of this report and then will be discarded. 3.4 Groundwater Information Water level observations could not be made during the drilling due to the use of mud rotary drilling methods; however, two of the six mud rotary test borings were flushed with clear water and allowed to stand open for 96 hours before measurement of the static Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 -7- groundwater level in each boring was attempted. The depths of observed water levels in these two boreholes are noted on the logs of boring B-5 and B-6 (5.5 feet and 4 feet BEG, respectively) which are presented in the Appendix of this report. In relatively impervious soil an accurate determination of the groundwater elevation may not be possible even after several days of observation. Additionally, such soils typically contain zones of confined or "perched" groundwater which may or may not be limited in volume. Seasonal variations, temperature and discreet rainfall events will influence the levels of the groundwater table at any given time and volumes of water produced will depend on the permeability of the soils. 3.5 Seismic Considerations In accordance with the 2006 International Building Code (IBC), the maximum considered earthquake (MCE)to use for the development of ground motions is characterized by a return period of 2 percent probability of exceedance in 50 years. The United States Geological Survey(USGS) Earthquake Hazards website indicates that the MCE ground motions for the site are Ss=1.328g and Sl=0.489g (Site Class B and 5 percent critical damping). The USGS website values are a more accurate interpolation of the values presented in Figure 1615.5(1) and Figure 1615.5(2) of the IBC. Based on the driving resistance measured during Standard Penetration testing, the site should be classified as Site Class D (dense or stiff soil). Accordingly, the site coefficients Fa and F„for Site Class D are 1.00 and 1.511, respectively. Therefore the adjusted MCE ground motions are Sms=1.328 and SM1=0.739. The Belfair area (and the site) will be subjected to a moderate amount of ground shaking during a seismic event, the intensity of which will depend on the location of the epicenter and the magnitude of the earthquake. Due mainly to the medium to high relative density of the majority of soils encountered in each test boring, the potential for liquefaction of these soils is considered to be low. A detailed site specific seismic evaluation is beyond the scope of this report. 4.0 CONCLUSIONS AND RECOMMENDATIONS 4.1 General Geotechnical Discussion The available subsurface data indicates that the site is suitable for the proposed rehabilitation from a geotechnical standpoint, provided that it is developed in accordance with the specific requirements contained within this report. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store(6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 -8- The medium dense to very dense sandy soils which generally underlie much of the site are suitable for direct support of moderately loaded building foundations, floor slabs, and pavements. Cursory observations of the existing cut bank were made to assess the condition and the general stability of the existing slopes on the east and south boundaries of the property. No signs of slope failure, past or present were observed during this cursory effort. Our observations indicate that these slopes are locally stable in their present configuration, but should be protected against future erosion. A geotechnical assessment of the global stability of this slope is beyond the scope of this report. 4.2 Foundations Considering the general subsurface conditions encountered at the site and the details provided by Nicholson Investment Properties, Inc. regarding the structure and its intended use; it is our opinion that conventional spread footing foundations bearing on the medium dense native soil or on engineered fill (defined in Table 1 — "Grading Requirements for Engineered Fill" in section 4.6) are adequate to support the proposed building. For footings founded on clean, undisturbed medium dense native soil a minimum of 2 feet below existing grade (BEG), a maximum allowable bearing capacity of 2,000 pounds per square foot (psf) should be used for combined live and dead loads. Continuous wall footings should have a minimum width of 18 inches and column footings should have a minimum width of 24 inches. Our experience indicates that properly designed and constructed foundations supported on the native medium-dense materials or on engineered fill will experience total and differential settlements of less than 1 inch and Y2 inch, respectively. The extent of the loose silty sand in borings B-1 and B-6 should be verified using test pits. These soils may lose some of their strength in a strong earthquake and due to the sloping ground; some slippage (lateral spreading) is possible. Though PSI considers this risk to be minor, at the discretion of the owner, a structural solution may be sought in order to reduce the hazards associated with this risk. Uplift forces can be resisted by the weight of the footing and the soil covering the footing within a prism extending upward from the top edge of the footing at an angle of 30 degrees from the vertical. A maximum unit weight of 120 pounds per cubic foot (pcf) should be used for the soil within this prism. The footing should extend to a depth sufficient to overcome the uplift force with a factor of safety of at least 1.5. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 -9- Lateral foundation loads can be resisted by friction between the foundation base and the supporting soil and by passive earth pressure acting on the face of the embedded portion of the foundation. For frictional resistance, a coefficient of 0.4 applied to the normal load can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of 300 pounds per cubic foot provided the foundation is poured "neat"against undisturbed native soil and backfilled with compacted engineered structural fill. These lateral resistance values include a factor of safety of 1.5 to account for the movement required to mobilize the internal resistance. Perimeter drains should be used around the footings to collect groundwater seepage and direct it away from the building and its foundation system. The groundwater should be disposed of in accordance with local regulations to storm drains, sewers, or other to other approved locations by gravity flow. The drain should consist of 4-inch perforated pipe which is encased by a minimum of 6 inches of pea-gravel wrapped in a woven geosynthetic Sumps should be used for collection and disposal if gravity flow is impractical. 4.3 Slab-on-Grade Floors Slab-on-grade floors may be supported on imported fill that conforms to the gradation specifications and is placed and compacted in accordance with the recommendations presented in Table 1. After subgrade preparation is completed, the slab should be provided with a capillary break consisting of a minimum of four inches of clean, free draining sand or crushed rock. The requirements specified in Table 1 could be substituted as capillary break materials if the material passing the No. 200 U.S. Standard sieve is limited to no more than 2 percent. The crushed rock fill should provide a capillary break to limit migration of moisture through the slab. If additional protection is desired, a moisture vapor retarding membrane may also be incorporated into the design. Factors such as cost, special considerations for construction, and the floor coverings suggest that decisions on the use of vapor retarding membranes should be made by the architect and the owner. 4.4 Site Preparation -10- unsuitable material should be excavated a minimum of 2 feet and replaced with properly compacted imported fill. All overexcavation activities should be witnessed by the geotechnical engineer-of-record or a designated representative. 4.5 Excavation Requirements We recommend excavation as necessary in order to expose clean medium dense native sandy soil beneath the entire proposed building footprint. Areas of undocumented fill are possible and we recommend a representative of PSI be retained to observe this excavation. Based on the soil borings, medium dense native soils are expected to occur at about 2 to 3 feet BEG. The extent of the apparently localized loose silty sand deposit encountered in borings B-1 (northwesterly property corner) and B-6 (southwesterly building corner) should be verified and/or removed and replaced with engineered backfill prior to the construction of the foundation. Since this deposit is relatively shallow in the area of boring B-6 (about 7 to 10 feet BEG), excavation should not pose a significant problem, however if it is found to extend below other portions of the west side of the building, a structural solution may be more practical as an alternative to excavation and replacement. If removal is sought, PSI should be retained to observe this removal. The excavation should extend horizontally a distance equal to the distance between the bottom of the footing and the ground surface or 5 feet, whichever is greater. Where overexcavation is required, overexcavation should continue horizontally a distance equal to the vertical distance between the bottom of the footing and the bottom of the excavation plus two feet. The base of each excavation should be compacted as necessary in order to produce a smooth, hard surface which is firm and nonyielding. A representative of PSI should observe the completed excavation. 4.6 Fill Requirements The surface of the exposed subgrade to receive imported fill should be cleaned of any loose soil or rock. After subgrade preparation and observations have been completed by qualified inspection personnel, fill placement may commence. Each lift of imported fill material should be placed in a relatively uniform horizontal lift on the properly prepared subgrade. Imported fill materials should be free of organic or other deleterious material, have a maximum particle size less than 3 inches and should be relatively well graded. Most of the near surface soils encountered in the test borings are generally unsuitable for use as imported fill. Imported fill should consist of clean, granular soil or pit-run gravel. The gradation requirements for imported fill are presented in the Tablet below.. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 1X -11- Table 1 — Grading Requirements for Engineered Fill U.S. Standard Sieve Size Percent Passing by Dry Weight 3 inch 100 3/ inch 50-100 No. 4 25-65 No. 10 10-50 No. 40 0-20 No. 200 5 maximum Imported fill should be placed in lifts a maximum of 8 inches (loose soil) and compacted to a minimum of 95% of its maximum dry density in accordance with ASTM D-1557 (Modified Proctor). The soil moisture content should be within the range of 3 percentage points below to 2 percentage points above the optimum moisture content. If water must be added, it should be uniformly applied. Each lift of compacted engineered fill should be tested by a representative of the geotechnical engineer prior to placement of subsequent lifts. Any fill that is associated with building foundations should extend horizontally beyond the edge of any foundation element a distance equal to the height of the fill or 5 feet, whichever is greater, prior to sloping. The horizontal extent of fill that is associated with pavement structures may be reduced to 3 feet beyond the edge of the pavement prior to sloping. 5.0 PAVEMENT RECOMMENDATIONS Our scope of services did not include extensive sampling and/or California Bearing Ratio (CBR) testing on existing subgrade or potential sources of imported fill for the specific purpose of detailed pavement analysis. Instead, we assumed pavement-related design parameters that are considered to be typical for the area soil types. Where a large area of pavement is placed or where pavements are subject to significant traffic loading, a more detailed analysis of the subgrade and traffic conditions should be made. The results of such a study would provide information necessary to optimize the pavement cross-section design. PSI is available to conduct such a study if requested. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store(6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 I -12- The thickness recommendations presented below in Table 2, "Pavement Recommendations," are considered typical and minimum for the assumed parameters. Budgetary considerations sometimes dictate thinner pavement sections than those presented. However, Nicholson Investment Properties, Inc. should be aware that thinner pavement sections may result in increased maintenance costs and lower than anticipated pavement life of 20 years. 5.1 Asphalt Pavement The pavement subgrade should be prepared as discussed in the site preparation section of this report. We estimated prepared subgrade soils will result in a CBR of at least 5. Making this assumption, it is possible to use a locally typical "standard" pavement section consisting of the following: Table 2 — Pavement Recommendations Thickness Recommendations (inches) Pavement Material Car Parking Drive Lanes/Truck Routes Asphalt Surface Course 3 4 Crushed Stone Base 6 12 Asphalt pavement base course material should consist of a well-graded, 1'/2-inch or 3/- inch-minus, crushed rock, having less than 5 percent material passing the No. 200 sieve. The base course and asphaltic concrete materials should conform to the requirements set forth in the latest Washington Department of Transportation (WSDOT) guidelines. Base course material should be moisture conditioned to within 3 percentage points below and 2 percent points above the optimum moisture and compacted to a minimum of 95 percent of the its maximum dry density as determined in accordance with ASTM D 1557 (Modified Proctor). Fill materials should be placed in layers that, when compacted, do not exceed about 8 inches. The asphaltic concrete material should be compacted to at least 92 percent of the material's theoretical maximum density as determined in accordance ASTM D 2041 (Rice Specific Gravity). Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 1�� -13- 5.2 Concrete Pavement Rigid concrete pavement consisting of 7 inches of concrete underlain by 4 inches of base- course (as specified for asphalt pavement) is recommended where trash dumpsters are placed on the pavement or where a considerable load is transferred from relatively small steel wheels. This should provide better distribution of surface loads to the subgrade without causing deformation of the surface. This pavement section may be placed after the subgrade has been properly compacted, fine-graded and proof-rolled. The work should be done in accordance with WSDOT guidelines and under the supervision of the geotechnical engineer or their representatives. 6.0 CONSTRUCTION CONSIDERATIONS PSI should be retained to provide observation and testing of construction activities associated with the foundation, earthwork, pavements and related activities of this project. PSI cannot accept any responsibility for any conditions that deviate from those described in this report or for the performance of the foundation or pavements if not retained to also provide construction observation and testing for this project. 6.1 Moisture Sensitive Soils/Weather Related Concerns The silty surficial soils encountered at this site are expected to be sensitive to disturbances caused by construction traffic and to changes in moisture content. During wet weather periods, increases in the moisture content of the soil can cause significant reduction in the soil strength and support capabilities. In addition, soils that become wet may be slow to dry and thus will significantly delay the progress of grading and compaction activities. It will therefore be advantageous to perform earthwork, pavement, and foundation construction activities during favorable weather. Also, if it is desired to use some of the existing in-situ soils present near the surface of exposed subgrades or from areas which will be cut, be aware that the material must be inspected by a representative of the geotechnical engineer prior to its approved use. Additionally, it must be processed to achieve suitable moisture as outlined in previous sections of this report. Dry weather with favorable drying conditions (sunshine, low relative humidity, and/or wind) is best suited for these operations. 6.2 Drainage and Groundwater Considerations Water should not be allowed to collect in the foundation excavations or on prepared Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 1 � -14- subgrades beneath footings, floor slabs, and pavements during construction. Positive site drainage should be maintained throughout and after construction activities. The site should be sloped to ensure positive surface drainage away from the building and its foundation components. Excavated areas should be sloped toward one corner to facilitate removal of any collected rainwater or surface runoff. The site grading plan should be developed to provide rapid drainage of surface water away from construction areas. Careful consideration should be given to the potential impact of landscaped areas and/or sprinkler systems on adjacent foundations, floor slabs, and pavements. At the locations where the construction activities will disturb a sloped surface, the slope should be repaired and re-vegetated in order to prevent erosion and further damage. In addition, the vegetation and trees on existing slopes should be preserved to limit soil erosion. 6.3 Excavations In Federal Register, Volume 54, No. 209 (October 1989), the United States Department of Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction Standards for Excavations, 29 CFR, part 1926, Subpart P". This document and subsequent updates were issued to help ensure the safety of workers entering trenches or other excavations. It is mandated by this federal regulation that any excavation, whether involving a utility trench, basement excavation, footing excavation, or the modification of natural slopes greater than four feet in height, be performed in accordance with the new OSHA guidelines. It is our understanding that these regulations are being strictly enforced and if they are not closely followed, in addition to the potential for serious injuries, the owner and the contractor could be liable for substantial penalties. The contractor is solely responsible for designing and constructing stable, temporary excavations and should shore, slope, or bench the sides of the excavations as required to maintain stability of both the excavation sides and bottom. The contractor's "responsible person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations as part of the contractor's safety procedures. In no case should slope height, slope inclination, or excavation depth, including utility trench excavation depth, exceed those specified in local, state, and federal safety regulations. Temporary earth slopes, depending on the soils present, may be cut vertical or near- vertical to a maximum height of 4 feet, above which flatter slopes will be required in accordance with OSHA. Permanent earth slopes should be protected from erosion. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 l � -15- We are providing this information solely as a service to our client. PSI does not assume responsibility for construction site safety or the contractor's compliance with local, state, and federal safety or other regulations. 7.0 REPORT LIMITATIONS This report was prepared pursuant to a contract between Nicholson Investment Properties, Inc., and PSI. That contractual relationship included gathering and providing to Nicholson Investment Properties, Inc., information which is unique to the property in question. The recommendations submitted in this report are based on the available subsurface information obtained by PSI and design details furnished by Nicholson Investment Properties, Inc., and its designated representatives for the proposed project. if there are any revisions to the plans for this project, or if deviations from the subsurface conditions noted in this report are encountered during construction, PSI should be notified immediately to determine if changes in the foundation and/or pavement recommendations are required. If PSI is not retained to review these changes, PSI will not be responsible for the impact of those conditions on the project. The geotechnical engineer warrants that the findings, recommendations, specifications, or professional advice contained herein have been made in accordance with generally accepted professional geotechnical engineering practices in the local area. No other warranties are implied or expressed. After the plans and specifications are more complete, the geotechnical engineer should be retained and provided the opportunity to review the final design plans and specifications to verify that our engineering recommendations have been properly incorporated into the design documents. This report has been prepared for the exclusive use of Nicholson Investment Properties, Inc. for the specific application to the proposed Rite Aid Store that is to be constructed at 23940 NE State Route 3 in Belfair, Washington. Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store(6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 FIGURES Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County,Washington March 12, 2008 I M1AP© 3200 h _ CC9600.f Wildcat lake f' East Brem Camp Union n:`sP 'int s re , $her�dan Park ^, ` ddlUtac c Crosby K; ke aterma , x, �3 3 3 p . to �' � rt acchard Parkwoo-d I a S. Harr r $Unnyslope z Bethel i ' •ffair I MN, R..: { ala BUlrley : gib. .ate» ttt Fta -- -- . - F 3 — ~f s1 :3 eC �a I fin ffi 1; Victbr - ho EI -,1 EKf 2CD#i t.4apG`uest Inc. lap Data 2t148 NAY i8� orA VICINITY MAP Source:MapQuest Scale: Not to Scale Report No.: 712-650 Information Proposed Rite Aid Store (6544) A�`� Date: March 2008 Nicholson Investment Properties Ift.am'°ITo Build On Drawn by: TJB 23940 NE State Route 3 Engineering a Consulting a Tasting Checked by: TB Belfair, Mason County, Washington Figure 1 '.E 1 . it � ! II V 1-7 'mil x� z flrf r,i, �� .! _-- -� • � �r _ i �• `�� iFz'�y / e.�i t y �7J�e im 72- W EL y 44, (f'�y'� __.l� � • r� �. `4 j\(fir !�,fJ(�,,rf (J✓"6l'i. r ''� w� �z 3 f x�. "`�'^'� -'• t�;"4- - � 1,+•! - ����~�'`�".�'�,t J7 f( ,,• %� �f 5 1 r 4 f s �J of U1 Ear r. { 1 • j, r�. . it •# f tf r! f i``%%t ' 1! it 1 y �.25NIi Topographic Map Source Yahoo Maps, 2005 Scale Not to Scale Report No.: 578-85002 !"7 ® IYt fOyT11C1t1012 Date: March 12. 2008 Proposed Rite Aid (6544) s7� Nicholson Investment Properties Try Build On Drawn by: TJB 23940 State Route 3 Engineering • Consulting • Testin Checked by: TB I Belfair, Mason County, Washington Figure 2 1 APPENDIX A General Notes & Soil Classification Chart Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 r SOIL CLASSIFICATION SYSTEM USCS MAJOR DIVISIONS GROUP GROUP NAME SYMBOL COARSE GRAVEL Clean GW well-graded gravel, fine to coarse gravel. GRAINED Gravel GP poorly-graded gravel_ SOILS More than 50% of coarse Gravel with GM silty gravel. fraction retained on No. 4 sieve. Fines GC clayey gravel SAND Clean SW well-graded sand,fine to coarse sand. More than 50% Sand SP poorly-graded sand. Retained on More than 50% of coarse Sand with SM silty sand. No.200 sieve. fraction passes No. 4 sieve. Fines SC clayey sand. FINE SILT&CLAY Inorganic ML silt GRAINED CL clay SOILS Liquid limit less Organic OL organic silt, than 50 organic clay. More than 50% SILT&CLAY Inorganic MH silt of high plasticity, passes No.200 elastic silt. sieve. CH clay of high plasticity, fat clay. Liquid limit Organic OH organic clay, 50 or more. organic silt. HIGHLY ORGANIC SOILS PT peat COMPONENT DEFINITIONS COMPONENT MOISTURE CONTENT PROPORTIONS Boulders Larger than 12 in. Trace 5 to 10% Dry Absence of moisture, dusty, Cobbles 3 in.to 12 in. Some 10 to 20% dry to touch. Coarse Gravel 3/4 in.to 3 in. With 20 to 30% Moist Damp, but no visible water. Fine Gravel No.4 to%in. Suffix—y(silty 30 to 40% Wet Visible free water,usually sand; silty clay) Coarse Sand No. 10 to No.4 And 40 to 50% obtained from below the Medium Sand No.40 to No. 10 water table. Fine Sand No.200 to No.40 Silt&Clay Smaller than No.200 SOIL STRENGTH CHARACTERISTICS COHESIVE SOILS NON-COHESIVE SOILS Consistency Blows per foot N Density Blows per foot N Very soft 0-2 Very loose 0-4 Soft 3-4 Loose 5-10 Medium stiff 5-8 Medium dense 11 -30 Stiff 9-15 Dense 31 -50 Very stiff 16-30 Ve dense >50 Hard >30 NOTES: 1. Field classification is based on visual examination of soil in general accordance with ASTM Designation D-2488-93. 2. Soil classification using laboratory tests is based on ASTM Test Designation D-2487- 93. APPENDIX B Test Boring Location Diagrams Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 i I NE 23970 SAFEWAY ` B-4 x a OPlN SiOflMNlATEfl RUN OFF DfTcmE$ a> PROPOSED DUMPSTER J PRinPoSED ;� caRRuhB2 - Y .� CHEVRON n \ B-1 - •::%.: N \ ay 0 \\ LEGEND: \\ /. 8.1 t$.-BORING NUMBER AND APPROXIMATE LOCATION NC i0 SCALE CKMOFA OF \ OOMM E" Annotated by PSI Annotator.Jenniter Und Date:3/11/2008 Report No.: 578-85002 In ornurtion Proposed Rite Aid Store (6544) N�� Date: March 2008 /`f'h—P1 .ToBuild Dn Nicholson Investment Properties Drawn by:JL 23940 State Route 3 Englneedng• Consulting• Test/ng Checked by:TJB Belfair, Mason County, WA APPENDIX C Subsurface Exploration — Boring Log Reports Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 2�x r s � B-1 SUBSURFACE EXPLORATION - BORING LOG REPORT Page 1of2 PROJECT: CLIENT: PSI Job No.: Belfair Rite Aid Nicholson Investment Properties 578-85002 ARCHITECT-ENGINEER: SITE LOCATION: Professional Service Industries Belfair,WA BORING NUMBER-LOCATION: REPORT DATE: B-1 Near SE corner of property 3/12/08 H ')O UNCONFINED COMPRESSIVE STRENGTH(rONSIFT w a- 11 2 3 14 5 W U J W O O o ¢ or w O w s� PERCENT PASSING#200 SIEVE w- w ; w w _j Z DESCRIPTION OF MATERIAL 10 20 30 40 50 ¢ w > o f a w 0 w 0- U , PLASTIC WATER LIQUID W ¢ _j W ¢ LIMIT% CONTENT% LIMIT% N Q O 10 120 130 140 150 Cl) SURFACE ELEVATION: 0.0 N $6 ® STANDARD PENETRATION N-VALUE(BLOWS/FT) 10 120 30 140 50 86.0 FILL(GRAVEL) 0, 2.0 Poorly graded SAND with SILT(SP-SM),and GRAVEL,brown, 1 SS loose,moist 15 a;. 12 12( 2 SS 6:.. • 3 SS �5 10.0 9.5 SILTY SAND(SM)and GRAVEL,brown,medium-dense,wet 76.0 50 4 SS p: 22 5 SS T(PT),brownish black,woody,wet 1 15.3 SILTY SAND(SM),trace GRAVEL,brown,loose,wet 18.0 Poorly graded SAND with SILT(SP-SM),and GRAVEL,grey, 20.0 0.•'. dense,wet 66.0 31 6 SS d'. • WATER LEVEL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU, THE TRANSITION MAYBE GRADUAL WATER LEVEL BORING STARTED BORING COMPLETED ABBREVIATIONS: ACR-After Casing Removal,BCR-Before Casing 02119/08 02119/08 Removal,FT-Fish Tail,AB-After Boring,WD-While Drilling,WS-While WATER LEVEL CAVE IN LEVEL Sampling,DB-Diamond Bit,RB-Rock Bit,SS-Split Spoon,ST-Shelby Tube, PA-Power Auger,CS-Continuous,WL-Water Level,WO-Wash Out, WOH-Weight of Hammer,EIL-Exceeds Instrument Level,TS-Topsoil, WATER LEVEL DRILL RIG ENGINEER/GEOLOGIST HP-Hydraulic Probe,PP-Pocket Penetrometer,TV-Torvane. B-61 R.Nance BOREHOLE LOG 578-85002 BELFAIR RITE AID.GPJ TWINPORT.GDT 3113108 a� o M% B-1 SUBSURFACE EXPLORATION - BORING LOG REPORT Page 2of2 BORING NUMBER-LOCATION: PSI Job No.: B-1 Near SE corner of property 578-85002 0 UNCONFINED COMPRESSIVE STRENGTH(TONS/FT) w d 11 2 13 14 15 LL U J LLJ p 0- ¢ >- j O PERCENT PASSING#200 SIEVE w w ; W W z DESCRIPTION OF MATERIAL 10 20 30 40 50 0 JM W O0 W a = PLASTIC WATER LIQUID W Q 0- Q Q x LIMIT% CONTENT% LIMIT% U) Q 10 20 130 140 150 v7 CONTINUED 0 STANDARD PENETRATION N-VALUE(BLOWS/FT) 10 120 30 40 150 7 SS a Poorly graded SAND with SILT(SP-SM),and GRAVEL,grey, 180 dense,wet(continued) • p: 30.0 56.0 8 SS 11 75 p: o: 9 SS ° ' 14 70 a: a.. 40.0 46.0 0 10 SS 92 O: a:.. 43.3 Poorly graded SAND with SILT(SP-SM),and GRAVEL, brown-grey,dense,wet 11 SSK� 26 :�.. • 48.3 CLAYEY SAND(SC),with SILT,brown,moist,very stiff 50.0 36.0 12 SS 0 43 xx • 51.5 End of Boring 60.0 26.6 g BOREHOLE LOG 578-85002 BELFAIR RITE AID.GPJ TWINPORT.GOT 3113/08 ED DATE � f2�� B-2 SUBSURFACE EXPLORATION - BORING LOG REPORT Page 1of2 PROJECT: CLIENT: PSI Job No.: Belfair Rite Aid Nicholson Investment Properties 578-85002 ARCHITECT-ENGINEER: SITE LOCATION: Professional Service Industries Belfair,WA BORING NUMBER-LOCATION: REPORT DATE: B-2 Near NW corner of property 3/12108 O UNCONFINED COMPRESSIVE STRENGTH(TONSfFf) v w 11 2 3 14 15 w U ' w O O Q } w O ww k PERCENT PASSING#200 SIEVE a z � w w � co DESCRIPTION OF MATERIAL w S2 > 10 20 30 40 50 LLJ Q w w U Z w a a w UO w a- = PLASTIC WATER LIQUID t j rQ Q a � Q Q x LIMIT% CONTENT% LIMIT Cl) 2i U ►— 10 20 30 140 50 c¢i� SURFACE ELEVATION: O.0 9$ ® STANDARD PENETRATION N-VALUE(BLOWS/FT) 10 120 30 140 50 95.0 FILL(GRAVEL) 1 SS 2.5 Poorly graded SAND with SILT(SP-SM)and GRAVEL,grey, 75 dense,wet Q C' 2 SS o' Q. 3 66 8.3 Poorly graded GRAVEL with SAND(GP)and SILT,grey,dense 10.0 to very dense,wet 85.0 4 SS 12 55 O o o'- �' 11 5 SS o . 71 o• 18.3 Poorly graded GRAVEL(GP),with SAND and SILT,grey, 20.0 dense,wet 75.0 6 SS 11 79 o fD o' WATER LEVEL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU, THE TRANSITION MAYBE GRADUAL. WATER LEVEL BORING STARTED BORING COMPLETED ABBREVIATIONS: ACR-After Casing Removal,BCR-Before Casing 02120108 02/20/08 Removal,FT-Fish Tail,AB-After Bodng,WD-While Drilling,WS-While WATER LEVEL CAVE IN LEVEL Sampling,DB-Diamond Bit,RB-Rack Bit,SS-Split Spoon,ST-Shelby Tube, PA-Power Auger,CS-Continuous,WL-Water Level,WO-Wash Out, WOH-Weight of Hammer,EIL-Exceeds Instrument Level,TS-Topsoil, WATER LEVEL DRILL RIG ENGINEER/GEOLOGIST HP-Hydraulic Probe,PP-Pocket Penetrometer,TV-Torvane. B-61 R. Nance BOREHOLE LOG 57885002 BELFAIR RITE AID GPJ TWINPORT.GOT 3113/08 i a10 �>�1 B-2 SUBSURFACE EXPLORATION - BORING LOG REPORT Page 2of2 BORING NUMBER-LOCATION: PSI Job No.: B-2 Near NW corner of property 578-85002 O UNCONFINED COMPRESSIVE STRENGTH(TONS/FT2) v w U J w 1 2 3 4 5 z0 p a Q w PERCENT PASSING#200 SIEVE w I w Co LJ J z DESCRIPTION OF MATERIAL 10 zo 30 ao 50 �> a - p � = Q - mo w' w Fw- d 0 x PLASTIC WATER LIQUID w < Q a- Q Q LIMIT% CONTENT% LIMIT cn Q 0 10 20 30 140 150 � (CONTINUED) ® STANDARD PENETRATION N-VALUE(BLOWS/FT) 10 120 30 40 50 7 SS Poorly graded GRAVEL(GP),with SAND and SILT,grey, 501 o. dense,wet(continued) 11.5 1:1 28.3 Poorly graded GRAVEL(GP)with SAND and SILT,grey,very 30.0 o. dense,wet 65.0 8 SS X 5Q. 10 50/ o 12 fD' Q o. O' 0 11 9 SS o-. 50/ S) 11.5 Q. o . 40.0xx Q. 55.0 10 SS c 0 72 40 Q 0 43.3 Poorly graded GRAVEL with SILT and SAND,grey,very dense, o wet o' 11 SS Q' 22 79 o . 47.0 End of Boring 50.0 45.0 60.0 35.0 BOREHOLE LOG 57"5002 BELFAIR RITE AID GPJ TWINPORT GDT 3113/08 SiG DATE ) B-3 SUBSURFACE EXPLORATION - BORING LOG REPORT Page 1of1 PROJECT: CLIENT: PSI Job No.: Belfair Rite Aid Nicholson Investment Properties 578-85002 ARCHITECT-ENGINEER: SITE LOCATION: Professional Service Industries Belfair,WA BORING NUMBER-LOCATION: REPORT DATE: B-3 Near NW corner of proposed building footprint 3112108 O UNCONFINED COMPRESSIVE STRENGTH(rONSIFT2) v W U J L 1 12 3 14 15 �m—O O o a } W O Ow tr PERCENT PASSING#200 SIEVE L a LU '� v z DESCRIPTION OF MATERIAL 10 20 30 ao 50 �> a- O = Q W CL W LLJ W W PLASTIC WATER LIQUID LEIQ iE d W Q Q X LIMIT% 0 CONTENT% LIMIT% C/) 3: O F- 110 20 130 40 150 C/) rn URFACE ELEVATION: 0.0 ® STANDARD PENETRATION N-VALUE(BLOWSIFT) 10 120 30 140 50 85.0 inches ASPHALT CONCRETE(AC) 0.5 Crushed rock base course(GRAVEL) o.. Poorly graded SAND with SILT(SP-SM)and GRAVEL, brown-grey,medium dense to dense,moist 16 23 1 SS o: • r.'�. 14 41 2 SSxx • 6:.. 7.0 Poorly graded SAND with SILT(SP-SM)and GRAVEL, 3 SS a occasional cobbles,grey,wet,dense 21 34 10.0 0` 75.0 4 SS 15 34 tr:�. 5 SS a 16.5 End of Boring 20.0 65.0 WATER LEVEL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARYLINES BETWEEN SOIL TYPES IN-SITU, THE TRANSITION MAYBE GRADUAL. WATER LEVEL BORING STARTED BORING COMPLETED ABBREVIATIONS: ACR-After Casing Removal,BCR-Before Casing 03/05108 05108100 Removal,FT-Fish Tail,AB-After Boring,WD-While Drilling,WS-While WATER LEVEL CAVE IN LEVEL Sampling,DB-Diamond Bit,RB-Rock Bit,SS-Split Spoon,ST-Shelby Tube, PA-Power Auger,CS-Continuous,WL-Water Level,WO-Wash Out, WOH-Weight of Hammer,EIL-Exceeds Instrument Level,TS-Topsoil, WATER LEVEL DRILL RIG ENGINEER/GEOLOGIST HP-Hydraulic Probe,PP-Pocket Penetrometer,TV-Torvanen B-61 T.Berglin BOREHOLE LOG 578-85002 BELFAIR RITE AID.GPJ TWINPORT.GOT 3113/08 DATE 3 ,z�� PJI;F B-4 SUBSURFACE EXPLORATION - BORING LOG REPORT Page Iof1 PROJECT: CLIENT: PSI Job No.: Belfair Rite Aid Nicholson Investment Properties 578-85002 ARCHITECT-ENGINEER: SITE LOCATION: Professional Service Industries Belfair,WA BORING NUMBER-LOCATION: REPORT DATE: B-4 Near NE corner of proposed building footprint T3/12f08 O UNCONFINED COMPRESSIVE STRENGTH(TONS/FT) v LLI U J w 1 2 3 4 5 p a > LU w o Z w w uj DESCRIPTION OF MATERIAL * PERCENT PASSING#200 SIEVE o Q w L, E5 > - 110 20 30 140 50 w aCL w OU w a = X PLASTIC WATER LIQUID W Q d � I,- g ¢ LIMIT% CONTENT% LIMIT% N Q CD ; 10 120 130 140 50 cn SURFACE ELEVATION: ® STANDARD PENETRATION N-VALUE(BLOWS/FT) 0.0 91 10 12G 30 140 150 91.0 0.2 inches ASPHALT CONCRETE(AC) 1.0 rushed rock base course(GRAVEL) Poorly graded SAND with SILT(SP-SM),with GRAVEL,brown, a•. medium dense,moist 21 1 SS 13 2 SS o:_ 1 16 p:_ 7.0 Poorly graded SAND with SILT(SP-SM),with GRAVEL,brown, 3 SS medium dense,moist 1 ° 1 10.0 0 81.0 4 SS 8 29 o_.:�. � a.. 13.3 Poorly graded SAND with SILT(SP-SM),with GRAVEL,brown, medium dense,wet o; 5 SS 18.3 Poorly graded SAND with SILT(SP-SM),and GRAVEL,brown, 20.0 a very dense,wet 71.0 12 6 SS d.. 65 21.5 End of Boring WATER LEVEL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU, THE TRANSITION MAYBE GRADUAL WATER LEVEL BORING STARTED BORING COMPLETED ABBREVIATIONS: ACR-After Casing Removal,BCR-Before Casing 03/06/08 03/06/08 Removal,FT-Fish Tail,AB-After Boring,WD-While Drilling,WS-While WATER LEVEL CAVE IN LEVEL Sampling,DB-Diamond Bit,RB-Rock Bit,SS-Split Spoon,ST-Shelby Tube, PA-Power Alger,CS-Continuous,WL-Water Level,WO-Wash Out, WOH-Weight of Hammer,EIL-Exceeds Instrument Level,TS-Topsoil, WATER LEVEL DRILL RIG ENGINEER/GEOLOGIST HP-Hydraulic P -Pocket Penetrometer,TV-Torvane. B-61 T. Ber lin BOREHOLE LOG 57885002 BELFAIR RITE AID.GPJ TWINPORT.GDT 3113/08 SIGN r E 1 B- 5 SUBSURFACE EXPLORATION - BORING LOG REPORT Page Iof1 PROJECT: CLIENT: PSI Job No.: Belfair Rite Aid Nicholson Investment Properties 578-85002 ARCHITECT-ENGINEER: SITE LOCATION: Professional Service Industries Belfair,WA BORING NUMBER-LOCATION: REPORT DATE: B-5 Near SE corner of proposed building footprint 3112/08 O UNCONFINED COMPRESSIVE STRENGTH(TONSIFrz) w V J W 1 2 3 4 5 F- Cn O O Q } j O U-j it PERCENT PASSING#200 SIEVE IC w � _; w ui z DESCRIPTION OF MATERIAL 10 20 30 40 50 �> a o o✓ = Q U w a = X PLASTIC WATER LIQUID w � Q a Q Q LIMIT% CONTENT% LIMIT% cn Q C7 F- 110 120 30 40 150 cn ;� SURFACE ELEVATION: ® STANDARD PENETRATION N-VALUE(BLOWSIFr) 0.0 95 10 120 130 40 150 95.0 Poorly graded SAND with SILT(SP-SM)and GRAVEL,brown, dense,moist to wet D ..Q. 1 SS A 2 SS 10 13 O • Q. 11 3 43 8,3 Poorly graded GRAVEL(GP)with SILT and SAND,brown,very 10.0 dense,wet 85.0 A 4 SS 73 °.. 1D Q. 13.3 Poorly graded GRAVEL(GP)with SAND and SILT,grey,very dense,wet 5 SS 10 2 ° Q .° 20.0 a Q 75.0 6 SS ° 11 60 21.5 End of Boring WATER LEVEL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU, THE TRANSITION MAY BE GRADUAL WATER LEVEL BORING STARTED BORING COMPLETED ABBREVIATIONS: ACR-After Casing Removal,BCR-Before Casing 03/06/08 03106/08 Removal,FT-Fish Tail,AB-After Boring,WD-While Drilling,WS-While WATER LEVEL CAVE IN LEVEL Sampling,DB-Diamond Bit,RB-Rock Bit,SS-Split Spoon,ST-Shelby Tube, PA-Power Auger,CS-Continuous,WL-Water Level,WO-Wash Out, WOH-Weight of Hammer,EIL-Exceeds Instrument Level,TS-Topsoil, WATER LEVEL DRILL RIG ENGINEERIGEOLOGIST HP-Hydraulic Probe,PP-Pocket Penetrometer,TV-Torvane. B-61 T. Berglin BOREHOLE LOG 578-85002 BELFAIR RITE AID_GPJ TWINPORT.GOT 3/13108 A DA a �1�Z F] - 6 SUBSURFACE EXPLORATION - BORING LOG REPORT Page 1of1 PROJECT: CLIENT. PSI Job No.: Belfair Rite Aid Nicholson Investment Properties 578-85002 ARCHITECT-ENGINEER: SITE LOCATION: Professional Service Industries Belfair,WA BORING NUMBER-LOCATION: REPORT DATE: 8-6 Near SW corner of proposed building footprint 3/12108 0 UNCONFINED COMPRESSIVE STRENGTH(GO SIFT) w o 1 12 13 14 15 F=--_p 0 w Q �- j O Uj it PERCENT PASSING#200 SIEVE w w � w w Z DESCRIPTION OF MATERIAL 10 20 30 40 50 a oLL1� J J U w a- = PLASTIC WATER LIQUID L j < Q Q = Q X LIMIT°h CONTENT Y° LIMIT M < Q 10 20 30 40 50 cn SURFACE ELEVATION: 0.0 cn 93 ® STANDARD PENETRATION N-VALUE(BLOWS/FT) 10 120 30 140 50 93.0 a::. Poorly graded SAND with SILT(SP-SM),with GRAVEL,grey, dense,moist 14 3 1 SS 4.5 Poorly graded GRAVEL(GP)with SAND and SILT,brown-grey, 2 SSNO very dense,moist 76 7.0 SILTY SAND(SM),trace GRAVEL,brown,loose,wet 3 SSX� 10.0 p... 9.5 Poorly graded SAND with SILT(SP-SM),and GRAVEL,grey, 83.0 dense to very dense,wet 13 43 4 SS o �. 5 SSXX �' 07 45 a . a: o' 20.0 73.0 a 0 6 SS 21.5 End of Boring WATER LEVEL THE STRATIFICATION LINES REPRESENT THE APPROXIMATE BOUNDARY LINES BETWEEN SOIL TYPES IN-SITU, THE TRANSITION MAY BE GRADUAL WATER LEVEL BORING STARTED BORING COMPLETED ABBREVIATIONS: ACR-After Casing Removal,BCR-Before Casing 03/06/08 03/06/08 Removal,FT-Fish Tail,AB-After Boring,WD-While Drilling,WS-While WATER LEVEL CAVE IN LEVEL Sampling,DB-Diamond Bit,RB-Rock Bit,SS-Split Spoon,ST-Shelby Tube, PA-Power Auger,CS-Continuous,WL-Water Level,WO-Wash Out, WOH-Weight of Hammer,EIL-Exceeds Instrument Level,TS-Topsoil, WATER LEVEL DRILL RIG ENGINEER/GEOLOGIST HP-Hydraulic Probe,PP-Pocket Penetrometer,TV-Torvane. LI/ B-61 T.Berglin BOREHOLE LOG 578-85002 BELFAIR RITE AID.GPJ TWINPORT.GDT 3/13/08 SIGNED OATE APPENDIX D Laboratory Test Results Nicholson Investment Properties, Inc. Professional Service Industries, Inc. Proposed Rite Aid Store (6544) PSI Report No. 578-85002 Belfair, Mason County, Washington March 12, 2008 Particle Size Distribution Report 0 9 0 100 N I I I I 1 I 1 I 7,1111.77 1 1 I 1 I 1 90 1 I I 1 I I I I I I 1 I 1 I I I I I I I I I I I I 1 I 1 80 I I I I I I I I 1 I I I 1 1 I I I I I I I 1 1 I 1 I I 1 I I I I I I I I I I 1 1 1 I I I I I I I 1 I I I I I I I I 1 I I I I I 1 1 I 1 I I I I I I I I 1 I I I I I I 70 I I I I I I I I 1 1 I 1 I 1 1 I I 1 1 I 1 I I I I I 1 I 1 1 1 I I I 1 I I I I I I I I I I I I l I I I I I W 60 ZLL I I I I 1 I I I I 1 I 1 I I 1 1 1 I I I I 1 I I I I I I 1 I 1 I I 1 1 1 1 1 I I I- Z 50 1 I I I I I I I 1 I I 11.1 1 I I I 1 I I I I I I 1 1 I I I I I t I I 1 1 1 1 1 I I I I 1 I I I I I UJ 40 LL 1 1 I I I I I I I 1 I I I 1 1 1 I I 1 1 I I I I I 1 I I I I 1 I I I 1 I I 1 I I I I I I 1 1 I I 1 1 I 1 I 30 I I I I I I I I I I I I I I 1 I I I I I I I I I 1 1 1 I 20 1 1 1 1 1 I I I I I l I I I I 1 1 1 I I 1 I I I 1 1 1 I I I 1 1 I I 1 I I I I I I I 10 It 1 1 I 1 I I 1 I I I I I I I I 1 I I 1 I I I I I I I I I I 1 I I I I 1 I I 1 1 I I I 0 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 2.2 0.9 6.9 J 58.5 31.5 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Silty sand 1/2 in. 100.0 1/4 in. 98.1 #4 97.8 #8 97.1 Atterberg Limits #16 96.2 PL= NP LL= NV P1= NV #30 94.0 #50 80.3 Coefficients #100 46.8 D 0.344 D 0.198 D = 0.162 #200 31.5 85= 60= 50 D30= D15= DSO= Cu= Cc= Classification USCS= Ski AASHTO= Remarks 13-1 Sample 6 i Tested by JH F.M.=0.88 (no spetihcation prop idedI Sample No.: 03-017-2 Source of Sample: -' Split Spoon Date: 3-10-0S Location: Elev./Depth: -- — Client: \ .h,ll.:.,n In•._:rnent PROFESSIONAL SERVICE INDUSTRIES Project: ea �,!;,:,; Ri*� k 1 Pro»ct MF i wre-- - - T r Particle Size Distribution Report 100 I I I I I I 1 1 1 I 1 1 I I I 1 I 1 I I 1 1 I I I I 1 1 I 1 I 1 I I I 1 1 I I I 1 I 90 )I 1 I I I I I 1 I 1 1 I I I I 80 1 I I I I I I I 1 I 1 I I I I I I 1 1 1 I I I I I I I I 1 I 1 1 I 1 I I 1 1 I I I 1 I I I 1 I 1 I I 1 1 70 I I I 1 I I 1 1 1 I I 1 1 I I I I I I I 1 I I I I 1 I I 1 I I I I 1 1 1 I I I I 1 I I I I I I I 1 I I I I I W 60 ZLL I I 1 I I I 1 I I I I I 1 I I I I I 1 I 1 I I I I I 1 I I I I I I I I I I I 1 L 1 I 1 I 1 1 1 I 1 I I I Z 50 W U I I I I I I 1 I 1 I I I I I I I I I I I 1 1 I I 1 1 W 40 CL 1 I I I I 1 I I N I30 III I 1 I 1 I I I I I I I 1 I 1 I I I I I I 1 I I 1 I I I I I I I I I I 1 I I 1 I I 1 I I 1 I I I 1 1 1 1 1 1 I I I I 1 I I I 1 I I 1 1 1 I I 20 I I I I I 1 1 I 1 I 1 1 I 1 1 I I I 1 I 1 I I I 1 1 I I 1 1 I I 1 1 I 1 1 I I I 1 I 1 1 I I I 1 I I 1 I 1 1 I 10 I 0 I 1 1 I 1 1 1 I I I 1 I I 1 1 1 1 I I 1 I I I I 1 I I 1 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. I MEDIUM FINE SILT CLAY 0.0 25.3 15.6 10.8 1 19.9 22.1 6.3 SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 1-1/2 in. 100.0 1 in. 80.2 1/2 in. 73.1 1/4 in. 63.3 Atterberg Limits #4 59.1 PL= NP LL= NV P1= NV #8 50.2 916 42.7 Coefficients 930 34.7 D85= 28.7 D60= 5.07 D50= 2.32 # 0 21.2 #l00 9.3 30 15= 10=D = 0.460 D 0.220 D 0.159 #200 6.3 Cu= 31.80 Cc= 0.26 Classification USCS= SP-SM AASHTO= Remarks i B-2 Sample 4 Tested by JH F.M.=3.83 I_no iped ficancill prop i&d) Sample No.: 08-01 7-; Source of Sample: 2" Split Spoon Date: I0-S Location: Elev./Depth: !IJ - Client: \Icliokoii Inse;tment Pr.)peni;!; PROFESSIONAL SERVICE IN Project:DUSTRIE—S - I r Particle Size Distribution Report � � � " m o 00000e 100 " 1 1 I I 1 I I 1 I I I I 1 90 I 1 1 I I I I 1 I I I I 1 1 I 1 I 1 1 I 1 I I 1 I I 1 I I I I I 1 I I 1 I I I 1 80 I I 1 I I I I I I i I I I I I I I I I I 1 I I I I 1 70 1 1 I I 1 I I 1 1 I I 1 I 1 I I 1 1 1 I I 1 1 I 1 I i N 1 I I I i I I I 1 I I 1 I i LJ- I I I I 1 1 1 1 1 1 I I 1 1 W 60 Z I I 1 1 1 I I 1 1 1 I I I I I 1 I I i I I 1 I 1 1 I I 1 I Z50 1 1 1 I I I 1 1 I I I I W U i I i 1 I I I 1 1 I I i 1 1 I I 1 I I 1 1 I I 1 I W 40 LL I 1 I I I I 1 1 I I I I 1 I I I I 1 1 I I 1 I I 1 I 1 i 30 I I I I I 1 I 1 1 I I i I 1 I 1 I I I I I 1 1 I 1 I 1 I I I I 1 1 1 1 i I I 1 I 1 i I 1 1 I I I 1 I I I 1 I 20 I I 1 I I I I I I I I I 10 1 1 1 I I I 1 1 1 1 I 1 I I I I I I I 1 I 1 1 1 1 1 I 1 1 I 1 1 I 1 I I I 1 0 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 5.2 25.7 13.9 23.2 1 25.2 6.8 SIEVE PERCENT SPEC." PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel I in. 100.0 1/2 in. 87.3 1/4 in. 74.4 #4 69.1 Atterberg Limits #8 57.5 PL= NP LL= N-V P1= NV #16 48.8 #30 39.2 Coefficients #00 10.6 D 11.2 D 2.79 D 1.31 #l00 i 0.6 85= 60= 50= #200 6.8 D30= 0.389 D1 5= 0.199 Dl 0= 0.142 Cu= 19.58 Cc= 0.38 Classification USCS= SP-SN I AASHTO= Remarks B-? Sample 5 Tested by JH F. 1.=3.51 s I no specification prop i&d'l Sample No.: 03 01?-1 Source of Sample: 2" Split Spoon Date: ICI- 3 Location: Elev./Depth: I Client: hi\esimer,t Pr oerties ---- - PROFESSIONAL SERVICE INDUSTRIES Project: ° c ce.; S i` :, Rlce -\i:l =I'�ur' r Particle Size Distribution Report �D M C 100 I 90 I N I I I 1 AN EM II I 1 1 1 f 1 I I 1 I I I I 1 1 I I I I I 1 1 I I 1 1 1 1 I I 1 I I I 1 I I I 1 1 I I 1 I 80 I I 1 I I I 1 I I I I I 1 I I I I I I 1 I I 1 I I 70 I 1 I 1 I 1 1 I I I 1 I I I I I I f 1 I I 1 I I 1 I 1 I I I I I 1 I 1 1 1 I I 1 I I 1 1 I I I I I 1 I I 1 1 I I I I 1 I I 1 1 I I I I I W 60 Z 1 I I 1 I 1 I I 1 I I I I I I I 1 I 1 I I I 1 I I I I 1 I 1 I I I I I 1 1 I I I 1 I I 1 I I I I 1 I I 1 1 Z 50 1 1 I I 1 I I I I I I I 1 I I 1 tL I I I 1 I 1 I I 1 1 I 1 U I I I 1 I I 1 I I I 1 I 1 LU 40 LL I 1 1 I I I I 1 1 1 I 1 1 1 I I 1 1 1 I I I I 1 I I I I 1 I I I I I I I t I 30 I I I I 1 1 1 I I I I I I I 1 I t I I I 1 I I 1 I 1 I I I 1 I I I 1 I 1 1 I I I I I I 1 I 1 1 I 1 I 1 I I I I f f I I I 20 1 I I I 1 I 1 1 1 I I I I I I 1 I I I I I 1 I I I I 1 I I I I I I I I 1 I I I I I I 1 I I I I 1 I 1 1 1 I 10 I 1 1 1 I I 1 I I I I I I 1 I 1 I 1 I I I I I I I 0 I 1 I I 1 t I I 1 I I 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE- mm %COBBLES %GRAVEL %SAND %FINES CRS, FINE CRS. MEDIUM FINE SILT CLAY 0.0 8.3 28.8 11.6 18.1 25.6 7.6 SIEVE PERCENT SPEC PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 1 in. 100.0 1/2 in. 81.3 1/4 in. 68.1 #4 62.9 Atterberg Limits #8 53.1 PL= NP LL= NV P1= NV #16 46.1 #30 38.7 Coefficients #50 26.3 D - 14.8 D 3.97 D - 1.77 #100 12.3 85- 60= 50- #200 7.6 D30= 0.359 D1 5= 0.177 D1 0= 0.122 Cu= 32.57 Cc= 0.27 Classification USCS= SP-S\-1 AASHTO= i Remarks B-2 Sample 6 Tested by J H F. I.=3.61 ino sped ication pro%i&dl Sample No.: 03-01' Source of Sample: Split Spoon Date: H-03 Location: Elev./Depth: _ Client: \i,:h,dson L•.\estment Propertie- - -- -- - Project: PROFESSIONAL SERVILE INDUSTRIES Project No. _ U`3 r Particle Size Distribution Report mp o a o 00�pp 0_ a S ep r7 N M # >K 9 # I W 100 I I I 1 f I I 1 1 I 1 I I 1 1 1 I 1 1 I I I I I I I I 1 1 I I I 1 I 1 1 1 1 I I 1 I 90 I I I I I 1 1 I I I I I I I 1 I 1 I t I I I 1 I I 1 I 1 1 1 I 1 I I I I I I I 1 I I I I 1 1 I I I I I 1 I 80 1 I I I 1 1 1 I I I I 1 I 1 1 I I I I 1 1 I 1 1 I I 1 1 I 1 I I I 1 I I I I 1 1 1 1 I I 1 1 I I 1 f 1 I I I 1 1 70 1 I I I 1 I I I ! I I 1 I I I 1 I I 1 1 I 1 1 1 I I t I I I I 1 1 1 1 1 I I 1 I 1 I 0f 1 I I I I 1 I 1 I I I I W 60 Z 1 I I 1 I I 1 1 I I 1 I 1 I 1 I 1 1 1 I I I I I 1 1 1 I I 1 I 1 I I 1 I I 1 I I 1 I I I I I I 1 I I 1 I 1 1 I Z 50 W I 1 I I I I I 1 1 1 I 1 I U I I t I I 1 1 I I I LJ 40 I I I 1 1 I 1 1 1 1 I I LL I I I I I I 1 1 I t 1 I I I I I I 1 1 I 1 1 I 1 I I 1 I 1 I 1 1 1 I I I I ! I I 1 30 1 I I I 1 I I 1 1 I I I I I I I I 1 1 I I 1 I I I 1 I I I I 1 1 I I 1 I I I I I 1 I I 1 1 I 1 I I I I I I I 1 I 1 1 I 1 I 1 1 1 1 1 1 20 I I 1 I I I 1 I I 1 I 1 I I I I I I I I I I 1 1 1 1 I I I I I 1 I I 1 1 I 1 I I 1 I I I 1 I I 1 I 1 1 1 I 10 1 1 I I 1 1 I I 1 I I 1 I I 1 I I 1 1 I 1 1 1 I I I I 1 I I I 1 I I I I I I I I 0 I I I I I I 1 I 1 I I 1 I 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 1 32.6 12.7 19.4 26.5 8.8 SIEVE PERCENT SPEC' PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 3/4 in. 100.0 5/8 in. 90.8 1/2 in. 86.6 1/4 in. 72.4 Atterberg Limits #4 67.4 PL= NP LL= NV P1= NV #8 56.8 #10 54.7 #16 49.6 Coefficients #30 41.6 D85= 11.4 D60= 2.96 D50= 1.23 #50 27.8 D30= 0.331 D15= 0.163 D10= 0.0998 #100 13.7 Cu= 29.63 Cc= 0.37 #200 8.8 Classification USCS= SP-SM AASHTO= Remarks B-4 Sample 5 Tested by JH Sieve Shaker: 02SS712 (no specification provided) Sample No.: 08-0I9-1 Source of Sample: Split Spoon Date: 3-10-08 Location: Elev./Depth: 1 - 16.5' i Client: \ichokon In\estment Properties Project: ?reposed Belt-air Rite PROFESSIONAL SERVICE INDUSTRIES l Project No r Particle Size Distribution Report < < o00 � � ,. 0RP top 0 o 100 I I I I I I I I I I I I I I I I I I I I I I I 1 I I I I 1 I I 1 I I I 1 I I I 1 90 I 1 I 1 I I I I I I I I I I 1 I 1 I I I I 1 1 1 I 1 I 1 t 1 1 I I I I I I 1 1 I 1 1 80 1 I I I I I I 1 1 I I 1 1 1 I I I I I I I 1 1 I 1 I 1 I I I I 1 I I 1 I 1 I 1 I I I 1 1 I I I I 1 I I 1 1 1 70 I I I I I I I I 1 I I I I I I I I I I I I I 1 I 1 1 I I N 1 I I I I I I I I I I I I I Il. 1 I I 1 I I I 1 I I I I I uJ 60 Z 1 I I 1 I I I 1 I I I I 1 1 I I I I I I I I I 1 I I 1 1 1 I I 1 I I I I I I 1 1 1 I I I I 1 1 I I I I I 1 1 1 z 50 LL I I I 1 I I I I 1 1 1 1 /� I I 1 I 1 I I I 1 1 1 1 1 I V I I I I 1 I I I 1 I 1 I 1 I 1 I I I 1 1 I 1 I I I I W 40 I 1 1 I I I I I I I I I I 1 I I 1 I 1 I I 1 1 I I I I I 1 I 1 I I I 1 1 I 1 1 I 30 1 1 I I I I I 1 1 I I I I 1 I I I I I I 1 I I I 1 I I 1 1 1 I 1 I I I I 1 1 I 1 1 1 I 1 1 I I ! I I I I I 1 I I I I I I I 1 I I I 1 1 20 I I I I I I I I I I 1 1 I 1 I I I I I I I I I I 1 I t 10 I I I I I I I I I I I I I I I I 1 I I I I I I I I I I I I I I 1 I I I I I I I O 1 1 1 I I II I I 1 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 14.3 25.5 8.3 17.4 27.2 7.3 SIEVE PERCENT SPEC' PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 1-1/2 in. 100.0 1 in. 92.9 3/4 in. 85.7 5/8 in. 81.0 Atterberg Limits 1/2 in. 77.4 PL= NP LL= NV P1= NV 1/4 in. 63.2 94 60.2 Coefficients #8 53.4 D 18.6 D 4.64 D 1.58 #10 51.9 85= 60= 50= #16 47.8 D30= 0.346 D15= 0.181 D10= 0.130 #30 40.6 Cu= 35.60 Cc= 0.20 #50 26.7 #100 11.7 Classification .4200 7.3 USCS= SP-SI1 AASHTO= Remarks B-5 Sample 5 Tested by JH Sieve Shaker: 02SS712 (no specification provided) Sample No.: 08-019-2 Source of Sample: 2" Split Spoon Date: 3-10-08 Location: Elev./Depth: 15' - 16.5 Client: \ichol_on In�esm�ent Properties PROFESSIONAL SERVICE INDUSTRIES Project: Pr,,Los,-d Beltair Rite .did Project No: Fig Lira- - r M Particle Size Distribution Report ci ♦Y QQ tpp o 0 0 100 I I I I I I I I 1 I 1 1 I I I 1 1 I I I 1 I { I I 1 I I I 1 I I 1 I 1 1 I 1 90 1 I 1 I I I I I 1 I 1 1 1 I I 1 I I I I I I 1 I I I I I I I I I I I 1 1 I 1 I I I I I I I I I I I 1 1 I 1 80 I I I I 1 I I 1 1 I I ( 1 t 1 I I I I I 1 I 1 I I I 1 1 I 1 I I I 1 I I t I I 1 1 I 70 1 N 1 1 1 I I I 1 1 I I 1 I 1 I LWl- 60 I 1 1 I I I I I I I I I I Z I I I I I 1 I 1 I 1 1 I I L.L I I I I I 1 1 I I I I I I I 1 1 1 I I I I I 1 I I I I I Z 50 Ll_I I I I 1 I I I I 1 1 U LIJ 40 I 1 I 1 I I I 1 I I I 1 I I 1 I 1 1 I I I 1 1 1 I I I I 1 1 1 I I 1 1 I 1 I I I 1 I I I 1 I 1 I I 30 1 I 1 I I 1 I I 1 1 IHN: 1 I I 1 20 1 1 1 I 1 1 1 1 I I I I 1 1 I I I I 1 1 I I I 1 1 I I I I I 1 I 1 I I I 1 I I I I 1 I I I I I I I I I 1 I 1 10 I I 1 1 I I I I 1 I 1 1 I I I 1 1 I 1 I I 1 I I I 1 I I I I 1 I I I I ! I I Q 1 I I 1 I 1 1 1 1 1 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 7.1 27.5 14.0 21.7 24.1 5.6 SIEVE PERCENT SPEC! PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 1-1/2 in. 100.0 1 in. 92.9 3/4 in. 92.9 5/8 in. 91.3 Atterbem Limits 1/2 in. 87.1 PL= NP LL= NV P1= NV 1/4 in. 73.3 #4 65.4 Coefficients #8 53.5 #16 45.0 D85= 11.4 D60= 3.69 D50= 1.78 #30 36.0 D = 0.431 D = 0.213 D1 0= 0.160 #50 22.4 Cu= 23.02 Cc5 0.31 #100 9.1 9200 5.6 Classification USCS= SP-SNI AASHTO= Remarks B-5 Sample 6 Tested by JH Sieve Shaker: 02SS712 4 (no sped ication provide=d) Sample No.: 08-019-3 Source of Sample: '_" Split Spoon Date: 3-10-08 Location: Elev./Depth: 20' -21.5' Client: NiJiolson lnsestment Prorerti�s — PROFESSIONAL SERVICE INDUSTRIES Project: Pro1� sed Beltair Rig ai i Prolect No: �-<-::� =inure 1� v Particle Size Distribution Report _ - < < oo IQ _ 0P 0p oeo R 100 I I I 1 I I I I I 1 1 1 1 I I 1 I I I 1 I I 1 1 1 I 1 I I I I I I 1 I I 1 I 1 I I 90 I i I I I 1 I I 1 I I I 1 1 1 I I I I I 1 I I 1 1 1 I 1 I 1 1 I I I I 1 I 1 i I 1 80 1 I I I I 1 IJ I I I I I 1 I 1 I I I I 1 I I I I I I I 1 I 1 I I I I I 1 I I 1 1 1 I I I I 1 I I I 1 I I I 1 I I i I I 1 1 I i I 1 I I 1 70 I I I I i I 1 1 1 1 1 1 1 1 I I I 1 I I 1 I i I I 1 1 i 1 I I 1 1 I I I 1 f I 1 I I 1 I 1 1 1 I 1 I 1 1 I 1 I I I W 60 1 1 Z I 1 1 I 1 I I 1 1 1 1 I I 1 u.. 1 1 1 I 1 I I I 1 I I I I 1 1 I i I i I I I 1 I 1 I I I Z 50 I 1 I 1 I I 1 i I I I 1 1 W 1 U I 1 I I I I I 1 I 1 1 1 I LL. W^ 40 I I 1 I I 1 i I 1 I I 1 1 I I I I I 1 I I 1 1 I i I I 1 I I 1 1 I I I 1 I I I I I I I 1 I I 1 1 1 I I I I I 30 I I I 1 I I I I I I I 1 I I 1 I I I 1 1 i 1 I I I I I I t 1 1 I 1 I I 1 I 1 I I I I 1 I I I I I I 1 I I I I 1 I I I I 1 I I 1 20 I 1 I 1 I I I I I I i 1 1 I I I 1 1 I I I I I I 1 1 1 I 1 I I 1 1 I I I I 1 I 1 I I 10 I 1 I 1 1 I I I I I 1 1 1 I 1 I I 1 I I I I I 1 I I I 1 1 I I 1 I I I 1 I I I 1 I 1 O I I I I 1 I 1 I 1 1 I 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE- mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 0.0 6.0 5.8 15.2 39.2 33.8 SIEVE PERCENT SPEC' PASS? Soil Description SIZE FINER PERCENT (X=NO) Silty sand 1/2 in. 100.0 3/8 in. 98.5 1/4 in. 95.8 #4 94.0 Atterberg Limits 48 89.4 PL= Np LL= NV P1= NV #10 88.2 #16 85.1 Coefficients #30 79.0 D 1.16 D 0.262 D 0.192 #50 64.2 85= 60= 50= # 50 64.1 D30= D15= D10= #200 33.8 Cu= Cc= Classification USCS= SM AASHTO= Remarks B-6 Sample 3 Tested by JH Sieve Shaker:02SS712 (no spe6tieation pro%ided) Sample No.: 08-019-4 Source of Sample: 1" Split Spoon Date: 3-10-08 Location: Elev,/Depth: 7.5' - 9' i Client: \i,:holson ln\estment Properti_s i PROFESSIONAL SERVICE INDUSTRIES Project: P .pl red Belt3ir Rite Ni.i Pro ect No: -, I i ure ` t lop Particle Size Distribution Report ci < < - 0 0 0P 0p 0 0 100 I 1 I I I I I 1 1 I I I I I 1 I I 1 1 I I I I 1 I I 1 l 1 I I I I 1 I 1 1 I I 90 I I I 1 I I I I 1 I I I I I I I 1 I I I I 1 I 1 I 1 I 1 1 I I I 1 1 1 I I I 1 1 80 1 I 1 I I I 1 I 1 I I I 1 1 I I I I I I I 1 I I 1 1 I I I 1 I I I I I I 1 I 1 I I I 1 1 I I I I 1 I I I I 1 I 70 I I I 1 1 1 I I I I 1 I l I I I I I 1 I I I 1 1 I 1 I 1 I I I I 1 I I 1 1 1 I 1 I I I 1 I I 1 I I I 1 1 I I I I I 1 I I I I I I I 1 I I I I I LLJ 60 Z I I 1 I 1 1 1 I I I I I 1 I I I 1 1 1 I I I I I I I I LL- I 1 1 1 I I I 1 I I 1 I 1 I 1 I I 1 1 1 I I ( I I I 1 Z 50 W I 1 I I I 1 1 1 I I I I 1 U I 1 1 I I I 1 I I I I 1 1 I 1 1 I I 1 I I I 1 I I I I ^lLJ 40 I I I I I I I 1 1 1 I I I LL 1 I I I I 1 I I I I 1 1 I 1 1 1 I 1 I I I 1 I I I I I I 1 I I I I I I 1 I 1 1 I I 30 I I 1 I I 1 1 I 1 I I I I I I 1 I I I 1 I I 1 I I I I I 1 I I I 1 1 I 1 I I I 1 I I I I I I 1 1 I I I I 1 I I I 1 I I 1 I 1 I I I 20 I I I I 1 I 1 I I I 1 1 I I I 1 1 I I 1 I 1 I I I I I I 1 1 I I 1 1 I I 1 I 1 I 10 1 1 I 1 1 I 1 I 1 I 1 1 1 I I 1 I II 1 1 I I I I I I I I I I 0 1 (I 1 I I 1 I 1 I 1 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE -mm %COBBLES %GRAVEL %SAND %FINES CRS. FINE CRS. MEDIUM FINE SILT CLAY 0.0 8.6 24.0 10.1 19.7 28.5 9.1 SIEVE PERCENT SPEC.' PASS? Soil Description SIZE FINER PERCENT (X=NO) Poorly graded sand with silt and gravel 1-1/2 in. 100.0 1 in. 95.9 3/4 in. 91.4 5/8 in. 88.8 Atterberq Limits 1/2 in. 82.9 PL= NP LL= NV Pl= NV 1/4 in. 71.6 #4 67.4 Coefficients #8 59.2 D 13.7 D = 2.53 D = 0.952 #10 57.3 85= 60' S0' #16 52.2 D30= 0.301 D15= 0.154 D10= 0.0917 #30 43.9 Cu= 27.61 Cc= 0.39 #50 29.9 #100 14.6 Classification 9200 9.1 USCS= SP-SNl AASHTO= Remarks B-6 Sample 6 Tested by JH Sieve Shaker: 02SS712 (no specification provi&d) Sample No.: 03-019 Source of Sample: '-" Split Spoon Date: 3-10-08 Location: Elev./Depth: 20' - -1I.�' Client: \icholson Inv.stment Properties PROFESSIONAL SERVICE INDUSTRIES Project: Propesed B:it:ur Rit Ni.! Project No: ;;,,I ri ure