Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
GEO2015-00015 multiple TPN - GEO General - 6/28/2014
Geotechnical Engineering Services Proposed Belscott Development Belfair, Washington for MJ Scott Enterprises, LLC July 28, 2014 • Geotechnical Engineering Services Proposed Belscott Development Belfair,Washington for MJ Scott Enterprises, LLC July 28, 2014 G Eo E N G I N E E R S-re'l) 1101 South Fawcett Avenue,Suite 200 Tacoma,Washington 98402 253.383.4940 Geotechnical Engineering Services Proposed Belscott Development Belf air, Washington File No. 19416-001-00 July 28,2014 i Prepared for: I MJ Scott Enterprises, LLC P.O. Box 1238 Belfair,Washington 98528 Attention:Judy G. Scott Prepared by: GeoEngineers, Inc. H P 1101 South Fawcett Avenue,Suite 200 PJ�O WA Tacoma,Washington 98402 Q o yeti tN 253.383.4940 360 David S. Phelps, PE Principal Geotechnical Engineer DSP:tt Disclaimer: a copy of theloriginal document.csimil original dopy of the h is stored by original document GeoEngineers,Inc�and will serve as ghe offic arlodocumentofrrecordchments are Y Copyright©2014 by GeoEngineers.Inc.All rights reserved. GMENGINEERS rle") t Table of Contents INTRODUCTION AND PROJECT UNDERSTANDING...................................................................................1 SCOPEOF SERVICES.................................................................................................................................1 SITECONDITIONS............................................................................................................................. ..........2 GeologyReview......................................................................................................................................3 Surface Conditions.................................................................................................................................3 Subsurface Explorations.............................................................................................................. 3 Subsurface Conditions ...........................................................................................................................3 ......... Silty Sand (fill)........................................................................................................................ ...........3 Silt......................................................................................................................................... Sandand Silt..............................................................................................................................................4 Groundwater..................................................................................................................... CONCLUSIONS AND RECOMMENDATIONS..............................................................................................4 ...............................................................4 General.................................................................................... ............4 Site Development and Earthwork.........................................................................................................4 General................................................................................................................................ Subgrade Preparation.....................................................................................................................5 ............5 Temporary Excavation Support.......................................................................................... .............5 Permanent Cut and Fill Slopes.......................................................................................................6 ErosionControl...................................................................................................................... WetWeather Earthwork.........................................................................................................................7 Site Drainage and Groundwater............................................................................................................7 SurfaceDrainage .............................................................................................................. Groundwater Handling During Construction.............. Permanent Groundwater and Drainage Considerations...............................................................7 ..............7 Structural Fill Materials........................................................................................................... General............................................................................................................................................7 ....8 Select Granular Fill...............................................................................................................I..........8 Use of On-Site Soil as Fill................................................................................................................8 Structural Fill Placement and Compaction....................................................................................... 8 .............................. General.......................................................................................... ............8 ............................ Area Fills and Bases........................................................................................................................9 TrenchBackfill......................................................................................... Earthquake Engineering and Seismic Hazards....................................................................................9 2012 IBC Seismic Design Information ..........................................................................................9 ................9 GroundRupture ..................................................................................................................... SlopeInstability......................................................................................................................................9 Liquefaction............................................................................................................................................9 General................................................................................ Liquefaction Analysis....................................................................................................................10 ...............10 Liquefaction-Induced Settlement.................................................................................................10 Liquefied Soil Strength Parameters.............................................................................................10 Compressible Soil Considerations....................................................................................... July 28,2014 1 Page i G W E N G I N E E R5� File No-19416-001-00 IL ...................10 Pile Foundations..................................................................................................................................10 General............................................................................................... .. Precast Concrete Pile Capacity....................................................................................................11 PileSettlement..............................................................................................................................12 Pile Lateral Load Capacity............................................................................................................12 PassiveResistance................... ........................................................................................ ......12 Precast Concrete Pile Installation and Construction Considerations...............................................12 Driven Grout and Augercast Piles.......................................................................................................12 GroundImprovement...........................................................................................................................13 General..........................................................................................................................................13 Settlement Considerations.............................................................. .....................14 Shallow Foundations Supported on Ground Improvement.......................................... General..........................................................................................................................................14 LateralResistance........................................................................................................................14 MatSlab Foundations.............................................................................................................. .....14 On-Grade Slabs....................................................................................................................................15 General..........................................................................................................................................15 On-Grade Slab Drainage...............................................................................................................15 Hot Mix Asphalt Pavement Recommendations........................................ .....15 General.......................................................................................................I................. Asphaltic Concrete Pavement(Automobile Parking Areas)........................................................16 Asphaltic Concrete Pavement(Access Roads)............................................................................16 LIMITATIONS............................................................................................................................................16 LIST OF FIGURES Figure 1.Vicinity Map Figure 2.Site Plan Figure 3.Axial Pile Capacity - Not-Liquefied Figure 4.Axial Pile Capacity-Liquefied APPENDICES Appendix A. Explorations and Laboratory Testing Results Appendix B. Report Limitations and Guidelines for Use July 28,20141 Page ii GEOENGINEERS-r./) File No.19416-001-00 INTRODUCTION AND PROJECT UNDERSTANDING This report presents the results of our ges tecte snical locatedgineering at 23491Services in support of the 23541 NE State Rout 3PSR 3)edn Belscott Development project. The project Belfair, Washington. Our project understanding is based on conversations with you, with members of the design team and information provided. Our geotechnical engineering services were completed in accordance with the agreement between GeoEngineers, Inc. (GeoEngineers) and MJ Scott Enterprises, LLC (AKA Belscott) dated January 21, 2010. Explorations were completed in May 2010 and our analyses were completed thereafter. Later in 2010, the project was postponed. Recently, you requested that we continue our services and prepare this report. The Proposed Belscott Development may include two new three-story wood-framed apartment structures as well as other structures and improvements including paved parking. We understand that the proposed structure layout is an L-shape paralleling the west and south boundaries of the site. A paved parking lot with about 70 stalls is envisioned for the east-central portion of the site. We understand that building use and site layout is subject to change. Our explorations identify settlement-sensitive soils underlie the project site.These soils are also at risk for liquefaction-induced settlement during an International Building Code (IBC) design level earthquake. Accordingly, pile foundations or spread footing foundations with ground improvement are anticipated for support of the proposed structures. SCOPE OF SERVICES Our specific scope of services includes: 1. Reviewing readily available published geologic data and our in-house files for existing information on soil and groundwater conditions in the site vicinity. 2. Conducting an initial site visit prior to subsurface explorations to meet with you/your representative and coordinate subsurface exploration locations and discuss the locations of any known underground utilities. 3. Coordinating clearance and location of existing utilities in the project area. We contacted the Washington Utilities Coordinating Council "One Call" service prior to beginning explorations. We also subcontract a private utility locating service to assist in locating underground utilities on private property. 4. Exploring soil and groundwater conditions at the site by advancing four drilled borings and two cone penetrometer tests(CPTs). GeoEngineers subcontracted the boring and CPT contractors. 5. Performing laboratory tests on selected soil samples obtained from the drilled boring explorations to assist in determining the physical and engineering properties of the site soils. The laboratory testing program consisted of select moisture content determinations, Atterberg Limits and grain-size analyses. July 28,2014 Pagel GEOENGINEERS File No.19416.001-00 6. Providing a general discussion of site subsurface soil and groundwater conditions based on our review, explorations and testing. 7. Providing recommendations for site preparation including stripping and removal of uncontrolled fill, soft, organic or otherwise unsuitable material, grading and backfill compaction. This includes providing recommendations for imported structural backfill, reuse of on-site soil and discussing the effects of construction equipment and wet weather on the site soils. 8. Providing general recommendations for site drainage and control of groundwater that may be encountered. 9. Classifying the Seismic Site Class and profile definition in accordance with the 2012 IBC and the results of our review and explorations. 10. Providing our opinion of the possibility of the following resulting from earthquake ground motions: 1) slope instability, 2) liquefaction and 3) surface rupture. We provide estimates of liquefaction- induced settlement based on semi-empirical methods. 11. Providing limited recommendations for construction and selection of deep foundations. We provide our opinions of applicable deep foundations types and graphs of downward and uplift pile capacity as a function of depth. We also provide a table of recommended LPILE parameters for use in structural analyses of lateral loads on pile foundations. 12. As an alternative to pile foundations, we provide recommendations for shallow (spread footing) and mat (slab) foundation design considering ground improvement. Our recommendations include allowable soil bearing pressure, allowable bearing pressure increase for seismic loading, minimum footing width and embedment, base friction and soil passive pressure criteria and subgrade modulus for slab-on-grade design. We also provide estimates of elastic (short-term) and consolidation (long- term)settlement of shallow foundations and slabs. 13. Providing general recommendations for asphalt concrete pavement (AnP) in ludinsectionbh ckne s and subbase thickness for heavy and light traffic areas. We provide typical recommendations based on our experience. 14. Preparing this written report presenting our conclusions and recommendations together with supporting field and laboratory information. 15. Providing limited consultation during design. SITE CONDITIONS Geology Review The Geologic Map of the Belfair 7.5-minute Quadrangle, Mason, Kitsap and Pierce Counties, Washington, by Michael Polenz, Katelin Alldritt, Nicholas J. Hehemann, Isabelle Y. Sarikhan, and Robert Logan, dated July 2009 indicates the site is underlain by Alluvial fan deposits (soil unit Qaf) and possibly Vashon recessional outwash fines(soil unit Qgof). Alluvial fan deposits are described as silt, sand, gravel and boulders;typically poorly sorted and stratified; forms concentric lobes where streams emerge from confining valleys and reduced gradients cause sediment load to be deposited. July 28,20141 Page 2 Re No.19416-001-00 GEOENGINEERS� Recessional outwash fines are described as mostly silt, commonly ranges to fine ad orlocally clay; mto ay contain dropstones but few were observed during mapping; gray o generally gula subangular; well-sorted, and loose; may be locally stiff, but not usually compact; laminated to structureless; deposited in ice-dammed lakes near the end of the Fraser Glaciation. Surface Conditions The proposed Belscott Development project site is located as shown on the Vicinity Map and Site Plan Figures 1 and 2, respectively. The area to be developed encompasses about 5 acres located along the eastern portion of the property adjacent to SR 3. The western portion of the property includes a delineated wetland and stream. The project site is currently occupied by commercial and residential structures that we understand may be demolished as part of the development plans. Elevations presented in this report, unless otherwise noted,are based on NAVD 88 dated May 2010.vertical datum d are estimated from the project topographic survey prepared by Holman and AssociSubsurface Explorations four ) and two CPT Subsurface conditions were explored by advancing betweenrlaboulled bt 20 and 80 feet below orings (B-I through 4ex st existing ground soundings (CPT-01 and CPT-02) to depths ranging surface (bgs). The locations of the drilled borings and CPT soundings are shown on the Site Plan, Figure 2. A description of the field exploration program with summary boring logs, CPT logs and laboratory test results is presented in Appendix A. Subsurface Conditions ion, subsurface conditions encountered at the site can be divided Based on our exploration and evaluat into three general zones as described below. We interpret the soils encountered in our explorations to be l outwash fines deposits. generally consistent with the descriptions of Alluvial fan and Vashon recessiona Although not encountered in our explorations cobbles and boulders may be present in the site soils. Silty Sand(fill) Fill consisting of very loose to medium dense silty sand was observed in the explorations to a depth of up iew, it is our opinion that the fill may be locally derived to about 8 feet. Based on our observations and rev or reworked Alluvial fan deposits. Silt medium stiff silt was encountered in the explorations to a depth Below the fill, a zone of very soft to s and review, it is our opinion that the silt ranging between about 35 to 55 feet. Based on our observation zone may be Vashon recessional outwash fines deposits. Sand and Silt it content o stiff sandy Below the silt zone, loose to medium dense san i on ourng si observations anddrevlewiumlStoff r opinion that silt was encountered to the depths explored. Based the sand and silt zone may be also Vashon recessional outwash fines deposits. July 28,2014 I Page 3 He No.19416-001-00 GEOENGINEERS Groundwater dwater Groundwater was encountered during drills g i boring B-2pre atationpand otheth of or ut facorsesuchrasn surface conditions are expected to vary as a result drainage,stream and wetland conditions. CONCLUSIONS AND RECOMMENDATIONS General on our explorations, the proposed following Development summary oftkey geotechnical considerations e is underlain by lfine- Based ad grained alluvial and outwash soils. The folio g recommendations. Additional considerations are provided below. ■ Due to the compressibility of the site soils, t of fill and foundation loads at the s site expected to cause elastic and consolidation settlement. If existing site grades are to be raised than about 4 feet, or large area loads of more than about 500 pounds per square foot(psf)are to be placed then the settlement potential should be incorporated into the design. at site ■ It is our opinion that the alluvial and out wash dur�groundwater conditions the design earthquakebevent� Tot e and present a moderate to high risk of liquefaction and differential liquefaction settlement potentialst be loads)and pstauctduralo the settlemedntntole ran ,structural design. Depending on foundation foundations or ground improvement may be needed to mitigate liquefaction-induced settlement. ■ Earthwork may include installation of deepfoundations it es, and preparing improvement, subg cedes for foundationsfor foundations, fill placement, installation of buried ut on-grade slabs, pavements and sidewalks. The site soils are moisture sensitive and will provide poor support for construction equipment, particularly during wet weather. In areas of construction traffic, consideration should be given to placing a working pad consisting of quarry spalls. al ■ Although none of the explorations conducted this or study ound improvementcountered foSexcavaticonditions, ons at theos e be expected that installation of deep foundationsg could encounter obstructions such as cobbles, boulders or fill debris. ■ Groundwater may be encountered in excavations below a few feet deep. ions These and other geotechnical considerations discussed in the following sections ons ofrth this pertaining to port. the geotechnical aspects of the project are pr Site Development and Earthwork General We anticipate that site development work will include stripping and lac nleaaind°compactiing existing structures backfill and their foundations, excavating for utilities and grading, p g ng materials, preparing subgrades and foundation construction. proper expect hat the working order. The of icogt acitor can be accomplished with conventional earthmo g equipment should be prepared to deal with cobbles and boulders and possibly debris in the existing fill. The following sections provide recommendations for earthwork, site development and fill materials. July 28,2014( Page 4 File No.1941E001-00 GEOENGINEERS rl Subgrade Preparation recommend that subgrades be proof rolled to identify areas of yielding prior to placement of structural fill. Proof-rolling should be accomplished with a heavy piece of construction equipment such as a loaded dump truck or front wheel loader; alternatively, the exposed subgrade soil can be probed using a steel rod. If soft or otherwise unsuitable areas are revealed during proof-rolling or probing that cannot be compacted to a stable and uniformly firm a°ddition, we recommend tat: 1) the ecompacted or 2)the unsuitable soils be ae soils bd scarified (e.g., with a ripper or disc), sera replaced with structural fill, as needed. If deep pockets of soft or pumping soils are encountered in areas to be developed, it may be possible to limit the depth of overexcavation by placing a non-woven geotextile fabric and/or quarry spalls on the overexcavated subgrade prior to placing structural fill. The geotextile and/or will provide additional support by bridging over the soft material and will help reduce fines mixing with the structural fill. Prior to placing structural fill, we recommend that the subgrade be compacted to the extent possible without causing undue weaving or pumping of the subgrade soils. Subgrade disturbance or deterioration could occur if the subgrade is wet and cannot be dried.i If the s or metbod de deteriorates during compaction, it may become necessary to modify the compaction Temporary Excavation Support Excavations deeper than 4 feet should be shored or laid back at a stable slope if workers are required to enter. Shoring and temporary slope inclinations must conform to the provisions of Title 296-155 Washington Administrative Code (WAC), Part N, "Excavation, Trenching and Shoring." Regardless of the soil type encountered in the excavation, shoring, trench boxes or sloped sidewalls will be required under Washington Industrial Safety and Health Act (WISHA). The contract documents should specify that the contractor is responsible for selecting excavation and dewatering methods, monitoring the excavations for safety and providing shoring,as required,to protect personnel and structures. In general, based on our observations and explorations, temporary cut slopes in native soils should be inclined no steeper than about 1-1/2H:1V (horizontal:vertical). This guideline assumes that all surface loads are kept at a minimum distance of at least one-half the slope height away from the top of the slope and that significant seepage is not present on the slope face. Flatter slopes will be necessary where significant seepage occurs, soils are disturbed or if voids are created during excavation. Some sloughing and raveling of the temporary cut slopes should ebe expected. Temporary covering with heavy plastic sheeting should be used to protect slopes during pods of wet weather. Permanent Cut and Fill Slopes In general, we recommend that permanent cut and fill slopes be constructed at a maximum inclination of practical to reduce the surface erosion and sloughing. 2H:1V. Slopes should be re-vegetated as soon as Temporary protection should be used until permanent protection is established. We recommend that fill slopes be overbuilt and subsequently cut back to expose well compacted fill in order to achieve uniform compaction. July 28,2014 i Page 5 GMENGINEERSrz) Re No.19416-001-00 Erosion Control Based on existing and proposed site grades we anticipate that erosion control measures such as silt ng development. Temporary erosion fences, straw bales and sand bags will generally be adequate duri control should be provided during construction activities and until permanent erosion control measures are functional. Surface water runoff should be properly contained and channeled using drainage ditches, berms, swales, and tightlines and should not discharge onto sloped areas. Any disturbed sloped areas should be protected with a temporary covering until new vegetation can take effect. Jute or coconut fiber matting, excelsior matting or clear plastic sheeting et)s suitable for this running perpendicular purpose.the s ope contours so than slopes should be tracked in-place with the equip the track marks provide a texture to help resistbe clearly described on project plarol measures should be in accordance with local regulations and should Permanent measures for erosion control should include reseeding or replanting the disturbed areas as soon as possible and protecting those areas until new vegetation has been established. Permanent site grading should be accomplished in such a manner that stormwater runoff is not concentrated and surface water is not directed toward slopes or into excavated areas of the site. This can be accomplished by grading the site to direct the flow to appropriate collection points away from the slopes or excavations. Tightlines should be used where necessary to direct storm or other surface water across sloped areas. Wet Weather Earthwork The majority of the on-site soil contains a high percentage of fines and is moisture sensitive. When the moisture content of the soil is more than a few percent above the optimum moisture content,the soil may become muddy and unstable and it will be difficult or impossible to meet the required compaction criteria. Disturbance of near-surface soil should be expected if earthwork is completed during periods of wet weather. The wet weather season generally begins in October and continues through May in this area; however, mum earthwok periods of wet weather may occur during any month et wof the eathear. The earthworpktl is unavoidab er weeriod for re recommend type of soil Is typically June through September. that: ■ Structural fill placed during the wet season or during periods of wet weather consist of select granular fill as defined in this report. ped so that surface water is directed away from the work area. The ■ The ground surface should be slo easu es should ground surface should be graded such that areas of ponding water do not develop. be taken by the contractor to prevent surface collecting from h in e work area. excavations and trenches. Measures should also be implemented to remove surface water ■ Earthwork activities should not take place during periods of heavy precipitation. ■ Slopes with exposed soil should be covered with plastic sheeting or otherwise protected from erosion. iles becoming et or e. ■ Measures should be taken to prevent on-sitesanldand soil exposedttocmpo sture.mSeal Sealing the soiblbY The site soil should not be left uncompacte rolling with a smooth-drum roller prior to periods of precipitation should reduce the extent that the soil becomes wet or unstable. July 28,20141 Page 6 File No.19416-001-00 GEoENGINEERS� ■ Construction traffic should be restricted to wet weather disturbance. areas o the site, preferably areas that are surfaced with materials not susceptib ■ Construction activities should be scheduled so that the length of time that soil is left exposed to moisture is reduced to the extent practical. ■ A minimum 1-foot thick layer of 4-to 6-inch quarry spalls should be used in high traffic areas of the site to protect the subgrade soil from disturbance. Additional quarry spalls may be needed depending on the site conditions and traffic. project schedule and budget to accommodate wet weather. Contingencies should be included in the Site Drainage and Groundwater Surface Drainage or Surface water from roofs, driveways and landscape pavements,areas sidewashould ks and collected landscape areas berbsed other appropriate measures such as sloping p to direct surface flow away from buildings and erosion-sensitive areas. Roof and catchment drains should discharge to an appropriate collection system. Groundwater Handling During Construction in Groundwater was encountered at a depth of feea could be encountered shallower or deepe nti our explorations. that tihe groundwaterbhandl ngle that roneedsawell e that generally be lower during the late summer and early falumps,tand/oe diversions ditches, alsoneessa perched groundwater can be handled adequately with sumps, p Ultimately, we recommend that the contractor performing the work be made responsible for controlling and collecting groundwater encountered. Permanent Groundwater and Drainage Considerations ng: location of The need for perforated perimeter foundation drains should several lgroiung ddwatercionclitions. We hardscapes, presence of irrigation systems, site grading p ans and natural recommend the need for foundation drains be considered on a case-by-case basis. Waterproofing of slabs and other below-grade structures should be considered. lities, vaults and Buoyant forces and hydrostatic forces should be considered ns design conditions onsunderground n hre area aind the presence other structures. This will depend on final grades, groundwater of perimeter or wall drains. graing may require Depending on groundwater conditions encountered ro ndwater from devruction, site elopment areas and excavations.the use of French/cutoff drains to redirect perched g Structural Fill Materials General c contaminants and rock fragments larger than Material used for fill should be free of debris,fil ill rwill idepend on the gradation and moisture content of 6 inches. The workability of material for use as e U.S. Standard No. 200 sieve) increases, soil becomes the soil. As the fines content(material passing th July 28,2014 1 Page 7 - Flle No.19416-001-00 GWENGINEERS� quate compaction increasingly sensitive to small changes in moisture recommend tdhatdfeamaterial onsist obese ect Borrow difficult or impossible to achieve. During dry weather, as described in Section 9-03.14(2) of the Washington State Department Dwetaweatherofweraecommeind us ng f I Standard Specifications. If construction is performed du consisting of select granular fill as described below. ibe prolonacceptged dry weather prevails during the earthwork phase of construction, higher fines cone e. Select Granular Fill t of as We recommend that fill placed beneath structural 14 elements l) of the oasisWSDO Standard ISpec of hficationsawithythe "Gravel Borrow" as described in Section 9ll exception that less than 5 percent passes the UD T StanOdard Specif catio0 sieve. ins Imay rbeecons deired r Quarry as described in Section 9-03.12(2) of the WS spalls should conform to WSDOT Standard Specification 9-13.6. Use of On-Site Soil as Fill material Based on our subsurface explorations, existing fill andmeet thee eociomme ded st l units have a g tup alcfill a peo f cat ons. passing the U.S. No. 200 sieve and will no Accordingly,we recommend against using on-sitesoil for and berm structural s fill.Existing i fill sooil il contains coay nta ns occasional onal use in nonstructural fill areas such as landscape brick fragments and possibly other debris that d will this report, environmental considerations could also structural fill. Although not specifically addre limit the reuse of on-site fill materials. Structural Fill Placement and Compaction General timum. The sture content Structural fill should be compacted at a moisture evaloua ed duringntent near pconstruction. pSilty oiltium ,and other fine varies with the soil gradation and should b granular soil can be difficult or impossible to compact during wet conditions. th Fill and backfill material should be placed munft thickness will lvarys, and uniformly depending on the materal alnd vibratory compaction equipment. The maximum compaction equipment used, but should generally not exceed 10 to 12 inches in loose thickness. Fill placement on slopes steeper than 5H:1V should be benched into the slope face and include keyways. The configuration of the bench and keyway depends on the equipment being used and the slope geometry. Area Fills and Bases , slabs and Structural fill placed to raise site grades and aggregaterade base consists aof uniformly fls under ir I ons and unyielding ng pavements should be placed on a prepared su g to inorganic native soils or compacted fill. Structural fill placed in structure areas ASTM Ihouldntern nal be com(AS ted Test at least 95 percent of the maximum dry density (MDD) determined by Method D 1557 (modified Proctor). Structural t le placed in nt areas should be and at least 95 percent pof the MDD acted to at least 90 percent of the MDD to within 2 feet of pavement section, above. July 28,20141 Page 8 File No.1941&/b1-00 GEOENGINEERS� Trench Backfill over the pipe For utility excavations,we recommend that the initial lift houlld not be greatee thick r than aboutth to reduce 18 inches. In potential for damage during compaction but generally nsion u be exclu rom this addition, rock fragments greater than about 1 inch be max placed an mum dim ompactedia accordadnce fwi h the lift. After the initial lift, trench backfill should recommendations for structural fill provided in this report. Earthquake Engineering and Seismic Hazards 2012 In Seismic Design Information In our opinion the site soils meet the criteria for Seismic the Class B( to SOil).e e icanvSoc etdy se oft smic Civil site response using map-based methods described Engineers (ASCE) 7-10. Based on our evaluation, we recommend the seismic design parameters in the following table. TABLE 1. IBC SEISMIC DESIGN PARAMETERS 20121BC and ASCE 7-10 Seismic Design Parameters 1.47g Spectral Response Acceleration at Short Periods(Ss) 0.58g Spectral Response Acceleration at 1-Second Periods(Si) D Site Class 0.619 Design Peak Ground Acceleration(PGA) 0.98g Design Spectral Response Acceleration at Short Periods(SIDS) 0.58g Design Spectral Response Acceleration at 1-Second Periods ISM) Ground Rupture ause No known major fault is mapped within 5 miles ofwence of he site. tBheck glac aft depo the s is overlyinge location lth bedeopkCt is the nearest known active crustal faults and the p our opinion that the risk of ground rupture atthe site due to crustal faulting is low. Slope Instability Slopes to the west of the development area are higher it Uh op noon the site has out 7 feet at a slope oworisk off seismically down to the south. Based on the site topography, induced slope movement. Liquefaction General y which vibration king of the insaturated r soils, with usually subseque subsequent earthquakeLiquefaction refers to the condition b loss of forces, results in the development of excess por pressureson clude strength in the deposit of soil so affected. In general, soils e siltsare ausceptrel be ow to q the cwlaterntable. very loose to medium dense clean to silty Sands and som loss Liquefaction effects on foundations can include racy of bearing capacity, settlement of the ground surface and downdrag loads on pile and shaft foundations. July 28,2014 ; Page 9 File No.19416-001-00 GEOENGINEERS� Liquefaction Analysis We evaluated the liquefaction potential of the site soil using simplified methods (Youd and Idriss, 2001), ratio (CRR) of a soil layer (the cyclic shear stress which are based on comparing the cyclic resistance required to cause liquefaction) to the cyclic stress ratio (CSR) induced by an earthquake. The factor of safety (FS) against liquefaction is determined by dividing the CRR by the CSR. For this project we evaluated liquefaction-induced settlement when the FS against liquefaction of non-cohesive soils were calculated as less than 1.0. Our analyses indicate that most of the Sand and Silt zone is liquefiable under the design earthquake. Liquefaction-Induced Settlement We estimate that liquefaction-induced settlement, oc curring primarily in the Sand and Silt zone, could Because total between 7 and 10 inches at the ground surface as a result of the design seismic event�oach total liquefaction may occur in isolated and discontinuous zones, differential settlements could app settlements. Liquefied Soil Strength Parameters Based on the results of our liquefaction analysis, and information presented in Soil Liquefaction During the and Earthquakes, by I.M. Idriss and R.W. Boulanger, O08ction angle eofdl4 degrees.laWelly lique considerder this fiable �ction Silt soil zone as a cohesionless soil with a residual angle to be representative of the residual soil strength for the design earthquake event. Compressible Soil Considerations We estimate new loads of 500 to 800 psf placed at existing site grade on an area approximately 75 by 1 inch of consolidation settlem 200 feet will induce 4 to 6 inches of elastic settlement and ab a surcharge preload howeveena Elastic and consolidation settlement can be pre-induced by placing surcharge preload will not mitigate liquefaction and liquefaction-induced settlement. Accordingly, we recommend that structure loads be supported on deep foundations or on shallow foundations supported on improved soil. Considerations for pile foundations and shallow foundations with ground improvement are presented below. Pile Foundations General nt and In our opinion, to provide foundation supporta le foundation oil may be considered.gate foundation load c For the l puerpose of liquefaction-induced settlement, driven concretep evaluating the feasibility of pile foundations w have design,developed th the wateetdesign s able s asslumred es toland be at he base soil layer depths presented in Tables 2 and 3. the fill unit at a depth of 8 feet. July 28,2014; Page 10 Flee No.19416-001-00 GEOENGINEERS� TABLE 2. SOIL PARAMETERS,STATIC,NON-LIQUEFIED Undrained p y Soil Model Effective Friction Shear Strain Soil Unit Depth(ft) (p y Curve Unit Weight Angle Modulus,k Factor,s50Strength (Ibs/in3) Model) (lbs/in3) (deg.) (Ibs/inz) Silty Sand 0 to 8 Sand 0.069 30 NA 25 NA (Fill) 0.019 NA 3.5 30 0.02 Silt 8 to 45 Soft Clay Sand and 45 to 80 Sand 0.024 32 NA 60 NA Silt TABLE 3.SOIL PARAMETERS,IBC DESIGN EVENT,LIQUEFIED Undrained p y Soil Model Effective Friction Shear Strain Modulus,k Factor,E 50 Soil Unit Depth(ft) (p-y Curve Unit Weight Angle Strength (Ibs/in3) Model (Ibs/in3) (deg.) (Ibs/inz) Silty Sand 0 to 8 Sand 0.067 30 NA 25 NA (Fill) 30 0.02 Silt 8 to 45 Soft Clay 0.019 NA 3.5 Sand and 45 to 80 Sand 0.024 14 NA 20 NA Silt Precast Concrete Pile Capaclty We developed axial pile capacity estimates for 12-inch square prestressed concrete piling. Our estimates and are of downward and uplift pile capacity versus emowable pile capaciaesdment for fusding factor ,safety of 3,ied soil t1.5Sand provided on Figures 3 and 4. We calculate 2 for end-bearing, side friction and uplift capacities, respectively. The allowable pile capacities presented apply to long-term live and dead loads and may be increased by ons, such as nd or seismic one-third when considering total loads, includeng within ntl ge spaceld at least three ep e diameters forces. The capacities apply to single piles. If piles groups a apart on center, no reduction for pile group action need be made. The capacities are presented for evaluation purposes. If pile foundation support is selected, additional t the and capacity analyses should be completed considering one pileal soil profile embedment asubsurfaceengonod cations tions, the foundation loads. Pile capacities well depend Of unsupported length of pile, pile type and installationamethod more stringent I mit tions and d be the pile materials and allowable internal stresses Yimpose evaluated by the structural engineer. Pile Settlement be Individual pile settlements in non-liquefied soil are axpected to les design d for an allowable loadload of 100 kips cur islly elastic in nature and Individualas loads are applied. Total settlement of end p expected to exceed about 1 inch. Differential settlements between comparably loaded piles are not expected to exceed about 50 percent of this value. July 28,2014 i Page 11 Flee No.19416-001-00 GEOENGINEERS� Pile Lateral Load Capacity Piles may be evaluated for lateral 12 a d 3 forgnon I quef ed andLE liquefied qupef eduter pconditions,program. respectively.nd the soil parameters presented in Tables Passive Resistance isted by passive soil pressure on the vertical piles and by the passive soil Lateral loads may be res pressure on the pile cap. Because of the potential separation between the pile-supported foundation components and the underlying soil from settlement, base friction along the bottom of the pile cap or on- grade slabs should not be included in calculations for lateral load resistance. The passive resistance acting on the pile cap is a function of pile displacement and the quality of pile cap backfill material. We have developed recommendations for compacted structural fill backfill and for pile caps above the groundwater level. For the condition where compacted structural fill is present adjacent to the pile cap, we recommend that the ultimate passive soil pressure acting on the pile cap be estimated using an equivalent fluid density of 300 pounds per cubic foot (pcf). The structural fill should laterally a distance equal to the depth of the pile cap. A factor of safety of 1.5 has been applied to this value. This passive resistance value assumes a minimum lateral deflection of 1 inch to fully develop the passive resistance. Deflections that are less than 1 inch may not fully mobilize the passive resistance. Precast Concrete Pile Installation and Construction Considerations We recommend establishing pile installation capacity criteria and driving several test piles to better define actual capacity and pile order lengths needed for the project. For precast concrete piles installed with an impact hammer, a wave equation analysis of pile driving(WEAP) analysis should be performed to establish pile driving, capacity and refusal criteria for the pile and hammer and pile cushion combination selected. In our opinion, the test piles could be used as production piles provided they meet project specifications. We recommend that a contingency be added to the calculated pile lengths to allow for possible variations in soil conditions encountered during construction. In addition, we recommend that pile installation be monitored by a member of our staff who will observe installation procedures and evaluate the adequacy of individual pile installations. Our services will include evaluation of driving criteria and pile cushion requirements based on the equipment selected for installation, and keeping a continuous driving record for each pile. The pile installation records should be used to evaluate the installation and capacity of individual piles. Driven Grout and Augercast Piles In our opinion, driven grout or augercast piles may be considered to support the proposed building foundation loads. Based on our experience, we anticipate that driven grout and augercast piles can achieve similar capacities and performance as precast concrete piles. Driven grout or augercast pile design should verify that the pile size and reinforcement meets the foundation downward, uplift and lateral load demands. The installation plan should include construction and equipment type, size and installation mvothomelogY and ould begdefined. Grout Pa Parameters for confi equipment rm ng and means for accurately measuring grout July 28,2014 i Page 12 GEOENGINEERS—r../.) File No.19416-001-00 accepting the individual pile installations shouldlode lsriving or auger refusal criteria, minimum grout volume and rebar cage placement methodology and detated pile hs As with precast concrete piles, we recommend aencoun contingency tered du added ot Srhe �aolnulaln addition�we to allow for possible variations in soil conditions who recommend that driven grout or augercast pile tlhelon be adequacynof individualnp pile r of lolationsff Our will observe installation procedures and evau the services will include evaluation of installation cri teria and ate rout ecordl foreeachepilen Theflpae an to laeon esign and equipment selected, and keeping a continuous installation records should be used to evaluate the installation and capacity of individual piles. Ground Improvement General In our opinion, ground improvement such as crushed rock aggregate columns can be designed and constructed to mitigate compressible soil settlement at foundations. The groutndnimprovementlement and thereby designer/contractor allow the use of conventional spread footing fo applicable to the site should determine the ground improvement method, replacement ratio and depth earing capacity conditions and provide a design that mitigates settlements to confirm theldes the aon t ucdtedlgn grobnd improvement Adequate testing should be provided during construction meets the project specifications and performance objectives. In our experience, we anticipate that an average aggregate column ground improvement replacement t 60 and ratio of about 8 percent with columns extending to depths beCtly under isolated agd continuous 0 feet lll footings e required to mitigate settlement potential. The replacement will be likely be higher. Cement may be addd rat oround must be determinednt (ements to based on site improve onditions, performance. The actual design and replacement of ground required project bearing pressure, allowable total and differential settlement, and type improvement designed and constructed. Settlement Considerations The following should be considered to reduce the potential adverse impacts of settlement on planned improvements outside of the improved (or pile supported) zone: ■ New fill should be placed as far in advance of paving as practical to pre-induce the compression of underlying layers. e new ■ e site Where relatively abrupt transitions exist bet ween areas wher grades are not changed significantly,consideration should be given t'o raising grade temporarily ll is placed and areas r inthe areas can b filled to a milar grade as the non-fill areas to act as a preload. These transitional The p eloade fill soils woulld the nbe removed planned building and left in place as long as practical. to construct pavements,sidewalks,etc. ■ In areas where relatively abrupt grade transitions will be located, the new structure should be designed to allow differential movement. For instance, retaining walls should have adequate joints to allow differential movements to occur without unsightly cracking. ■ Construction of new utilities should be delayed as long as practical after placement of new fill. July 28,2014 1 Page 13 File No.19416-001-00 GEOENGINEERS ■ Utilities and utility structures, such as catch basins or manholes, should be placed within new fill where possible. This will allow the utilities and utility structures to settle along with the surrounding pavements. Consideration should be given to increasing the slopes to catch basins or providing a means to lower the catch basin rims. ■ Consideration should be given to increasing the slopes of gravity sewer slopes to accommodate differential settlement. tions, such as ■ Differential settlement is more flikanda avementst abrupt rconstlroucted ovens in r compl transitions ressible native soils. between deep utility trench back P ■ Placement of new fill in areas where existing below-grade utilities are present may cause settlement. ■ Flexible utility connections should be used where utilities enter buildings. Shallow Foundations Supported on Ground Improvement General In our experience ground improvement can be designed to support foundation bearing pressures on the order e erien to round psf with differential settlements between comparably loaded isolated column Foundation structural criteria should footings or along 50 feet of continuous footing of less than 1 inch. be provided to the ground improvement designer. otings and 2 feet f solated We recommend a minimum width of 18ernncbh embedded continuous wall at least 18 inchesobelow lowest adjaceo t lexterior footings. All footing elements should b grade or 12 inches below interior floor slab. Lateral Resistance Lateral resistance for conventional cast-in-place footings supported on improved soil may be provided by frictional resistance along the base of the footing and passive resistance in front of the buried portion of the foundation. The allowable frictional resistance may be computed using a coefficient of friction of 0.45 applied to vertical dead-load forces. The allowable passive resistance may be computed using an equivalent fluid density of 300 pcf (triangular distribution) provided the foundation elements are above the design groundwater elevation and are backfilled with compacted structural fill extending horizontally a distance equal to or greater than the foundation embedment. The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of about 1.5. Mat Slab Foundations We anticipate that mat slab foundations in conjunction with ground improvement would be less economical than ground improvement with spread footings. Mat slab foundations may be considered without ground improvement and with or without surcharge preload provided the estimated settlements can be tolerated. We recommend that areal loads on mat slabs without ground improvement be limited to no more than 500 psf. Concrete structural mat foundations may be designed as a beam on an elastic foundation. We recommend a modulus of subgrade reaction of 200 pounds per cubic inch (pci) be used for mat foundations bearing on subgrades consisting of a minimum of 2 feet of compacted structural fill placed on subgrade prepared as recommended above in the "Subgrade Preparation" section. This modulus July 28,2014; Page 14 GEoENGINEERsr/) Fie No.19416-001-00 value is for a 1-foot x 1-foot square plate. The actual modulus for a foundation element varies based on the footing size according to the following equation: ks= kss[(B+1)/2B]2 Where ks is the actual footing modulus, ksi is the modulus for a 1 foot x 1 foot plate, and B is the width or lateral dimension of the footing. On-Grade Slabs General here the finish floor is at or above the On-gGeneral slabs may be used inside or outside of the building area w re than 500 psf, we recommend on- design groundwater elevation. Provided the area loading is no mo grade slabs bear on at least 2 feet of granular, compacted structural fill. The minimum 2-foot-thick layer may consist of existing or new granular fill, or a combination of both. On-grade slabs outside areas of ground improvement are subject to the settlement considerations discussed above. Alternatively, slabs may be supported on piles or improved ground. In areas where existing granular fill is present,the existing fill should be compacted to at least 95 percent of the MDD per ASTM D 1557. Imported structural fill supporting on-grade slabs should also be compacted to at least 95 percent of the MDD per ASTM D 1557. Following compaction, the area should be proof-rolled with heavy, rubber-tired construction equipment to identify soft or loose areas. Soft/loose areas noted during proof-rolling should be excavated and replaced with compacted structural fill. We recommend that GeoEngineers be on site during the subgrade excavation process to help identify where overexcavation may be necessary, where suitable existing fill is present and to provide recommendations to assist the contractor in preparing the subgrade soils. We should also evaluate the compaction of subgrade soils and observe the proof-rolling of the prepared subgrades. For subgrades prepared as recommended above, a modulus of subgrade reaction of 200 pci may be used for on-grade slab design. On-Grade Slab Drainage Where on-grade slabs are constructed outside building areas no capillary break or vapor barrier is mend a minimum 4-inch-thick capillary considered necessary. Where dry slabs are required, we recom break layer and a vapor barrier to reduce the potential for moisture migration into the slab. The capillary break material should consist of a well-graded sandsaand SoNo. 200 crushed sieve.wTheith amater al should d maximum particle be size of 3/4 inch and have less than 5 percentpassing the U.S. placed and compacted as structural fill. Hot Mix Asphalt Pavement Recommendations General Asphalt (HMA) pavements should be designed and constructed in accordance with applicable Hot Mix A ard Specifications, 5.Stand02, 5.04, 9.02 and 9.03. Crushed surfacing sections the 2012 pave Standard Specifications 0 should comprise of material in accordance with 2012 se oft p coursemater material aid in eve3 The should uppermost 1 to 2 inches of crushed surfacingSOT Y July 28,2014 i Page 15 File No.19416-001-00 GEOENGINEERS� materials, including crushed surfacing base and top course, should be placed as structural fill compacted as recommended in the "Structural Fill"section above. For this project, the pavement sections described below were developed based on an assumed in-situ California Bearing Ratio (CBR) between 15 and 20. The access roads pavement section thickness is based on a traffic loading of about 700,000, 18-kip equivalent single-axle loads (ESALs); we used a design life of 10 years. The recommended pavement sections require that final improvements surrounding the pavement will be designed and constructed such that stormwater or excess irrigation water from landscape areas does not infiltrate below the pavement section into the crushed surfacing base or any subbase fill. The pavement sections presented may not be adequate for heavy construction traffic conditions such as imposed by concrete transit mixers, dump trucks oconst constructions, and/or Additional repapavement of damaged pavements may necessary to prevent pavement damage g should be anticipated. Asphaltic Concrete Pavement(Automobile Parking Areas) ■ Surfacing: 2 inches of HMA concrete. ■ Base: 4 inches of crushed surfacing base course. ■ Subgrade: Recompacted existing fill compacted to 95 percent MDD, or structural fill prepared and/or placed as previously recommended. Asphaltic Concrete Pavement(Access Roads) ■ Surfacing: 3 inches of HMA. ■ Base: 6 inches of crushed surfacing base course. ■ Subgrade: Recompacted existing fill compacted to 95 percent MDD,or structural fill prepared and/or placed as previously recommended. LIMITATIONS We have prepared this report for the exclusive use by MJ Scott Enterprises, LLC and their authorized ted in Belfair, Washington. Within the agents for the Proposed Belscott Development project loca limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in the field of geotechnical engineering in this area at the time this report was prepared. No warranty or other conditions,express or implied, should be understood. Please refer to Appendix B titled "Report Limitations and Guidelines for Use" for additional information pertaining to use of this report. July 28,2014' Page 16 GEOENGINEERS r,P File No.19416-001-00 oo SITE a P.11a r N Mason CountY LO N a) ppp J x E L 0 0 0 0 a rn � N pO WE VV Q1 t I' 2,000 rn 2,000 0 Vl aa) Feet .o a m I' itl-nrl E Vicinity Map E � Notes: m 1.The locations of all features shown are approxima e. 2.This drawing is for information purposes.It is intended to assist in showing features discussed in an attached document GeoEngineers,Ina Proposed Belscott Development cannot guarantee the accuracy and content of electronic files.The master a file is stored by GeoEngineers,Inc.and will serve as the official record of Belfair, Washington this communication. 3.It is unlawful to copy or reproduce all or any part thereof,whether for V personal use or resale,without permission. ~ Data Sources: ESRI Data 8 Maps. GWENGINEER� Figure 1 Transverse Mercator,Zone 10 N North,North American Datum 1983 w North arrow oriented to grid north 0 RAVI ;r/-+-•!�/% .-• tN I., _ CaR kG/ , G:141l,LIh<'.. i._ :Ji ys4Y stv �'.; ♦7>.a±;• /E 7 r :fl ! / % -/� _ -41 �Vfl7� cs� lA g 1 y : y i n ' C / ;'.• ; -4All t�� yI / I i \� ` G EF b ��O _ Fr • lf.,/ Q i V F cue r i k G.�', L"!' ,; � i r, �, / �,• /-.-. r - jV \ 's� 1 �.. FEE" U ' Y a o .. ... _'.7 s a-.-rr � t, • � '�� �\ / r � U°/ Fwr '� 7 a!y- � �J� 4 ; / i o Isos. ' f >;.�t� �- `: \`., � ` i.s=/� r1�i❑�-�I � '��- _.�•��-- :?ti�/'�_r�.l �'� s u err s:r��,.:< -f2 Site Plan Le end wF Proposed Belscott Development _ Belfair,Washington Notes: ra hlc survey. B_I* Boring number and location 1. The locations of all features shown are from the project topog P 0 60 60 2. This drawing is for Information purposes.it is Intended to assist In showing features CPT 1 Cone penetrometer test number and location G M E NG I N EERSS Figure 2 ndiscussed in an attached document GeoEngineers,Inc.cannot guarantee the Feet Eaccuracy and content of electronic flies.The master file is stored by GeoEngineers, $ Inc.and will serve as the official record of this communication. m -043T.dwg dated May 20 i Reference:Holman and Associates drawing number 10 3 AXIAL PILE CAPACITY 12-Inch Square Prestressed Concrete Pile Allowable Downward Resistance Uplift Resistance fubsurfacefile Ultimate Downward Resistance o o 0 --Allowable 5'd�_F URinnate side Friction Allowable End B 8 Ultinate End Bearing I1 Total AllowableR -stanrn r ,I t Total Ultimate Resistance I ; 20 t 20 1 20 20 I I Silt I t 25 w m 30 a ,�y I Et 1 t t a I O I tt — L 35 I .y- I t 4) 40 t I a t 40 ° E45 I O ` 1 t°°° I i a I tilt E `� ♦♦ 'I Eso v I °°°♦° I W I t°t° `� ♦♦55 ° �� ♦ it Sand and 91@ 60 I _ -- I ° 60 60 °° ♦♦ SS ,I I ♦ 70 75 ° 80 80 80 80 � 0 50 100 150 300 200 250 300 0 50 100 150 200 250 0 50 i00 150 200 250 300 Axial Resistance(kips) Axial Resistance(kips) Axial Resistance(kips) Axial Pile Capacity,Non-Liquefied Proposed Belscott Development Belfair,Washington 0o Figure 3 GMENGINEERS 0 0 a rn AXIAL PILE CAPACITY 12-Inch Square Prestressed Concrete Pile -_ .— Uplift Resistance Subsurface Profile Ultimate Downward Resistance Allowable Downward Resistance o Fill 9. _� 4 —URlmate 5 i —.1I.W Friction t (t ..�—•Ultimate Side Friction I I I It Allowable - Bearing 30 -Ultimate End Bearing jle ResistanceTotal Ultimate Rulstance 15 I .� � 20 I._�.;.._...{......,:—.._. .__._..t \ 20 20 20 Slit v \ \ 25 \ 5 1 0. .+ 40 a°Ji I \\ a m I it y 30 \ w c a E 4S 1 E a , N I E \ t E so v W I 55 E 60 60 I I� w ' _ �. ` Sand and Silt '--'-" - \ _' { I 1 65 1 I \\ \ 70 \\ 75 I \ 80 — _ 80 80 80 � f p 50 100 150 200 250 300 0 50 100 150 200 250 300 0 50 100 150 200 250 300 Axial Resistance(kips) Axial Resistance(kips) Axial Resistance(kips) Axial Pile Capacity,Liquefied Proposed Belscott Development Self air,Washington o GEoENGINEERS Figure4 0 v m APPENDIX A Explorations and Laboratory Test Results APPENDIX A EXPLORATIONS AND LABORATORY TEST RESULTS Drilled Boring Explorations Subsurface conditions at the Belscott project site were explored by drilled boring explorations on May 10 and 11, 2010. A total of four hollow-stem auger borings were completed. Our personnel located the borings in the field by taping or pacing from pertinent site features. The locations shown on the Site Plan, Figure 2 were provided by the site survey. Drilled boring explorations were extended to depths ranging between 20 and 80 feet below the existing ground surface. The borings were drilled using truck mounted, hollow-stem auger equipment under subcontract to GeoEngineers, Inc. Representative soil samples were obtained in the borings at 5-foot or other indicated depth intervals using a 1.5-inch diameter SPT or 2.4-inch-ID, split-barrel sampler driven into the soil with a 140-pound automatic hammer falling 30 inches. The number of blows for the last 12 inches or other indicated distance of sampler penetration is recorded on the boring logs. The boring explorations were continuously monitored by a geotechnical engineer from our firm who examined and classified the soils encountered, obtained representative soil samples and observed groundwater conditions at the time the explorations were completed. Soils were classified in general accordance with the classification system described in Figure A-1. A key to the boring log symbols is presented also presented in Figure A-1. Equipment and drilling information, including drill method, hammer data and sample method are indicated on the boring logs, Figures A-2 through A-5. The boring logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If the change occurred between samples in the borings, the change was interpreted and is shown on the boring logs. Cone Penetration Test(CPT)Explorations Cone penetration test (CPT) soundings were performed by Northwest Cone Explorations, Inc. on May 18, 2010 at the approximate locations shown in Figure 2. Our personnel located the CPT soundings in the field by pacing from pertinent site features. The locations shown on the Site Plan, Figure 2 were provided by the project survey. CPT soundings were completed in general conformance with ASTM International (ASTM) Test Method D 5778. The data reduction, soil behavior type and standard penetration test (SPT) blow count (N value) interpretations were also performed by Northwest Cone Explorations, Inc. The logs of the CPT soundings are presented in Figures A-6 and A-7. Laboratory Testing Soil samples obtained from the borings were transported to our laboratory and examined to confirm or modify field classifications, as well as to evaluate engineering properties of the soil. Representative samples were selected for laboratory testing including moisture content, percent passing the U.S. No. in ance with test 200 sieve and Atterberg Limits. The testresults of the test a were dre presendted on the respectveods of boringhe ASTM ogs and or other applicable procedures. Theesu Figure A-8. July 28,2014 Page A-1 G WE.N G I N E E R S� File No.19 416-00 1-00 SOIL CLASSIFICATION CHART ADDITIONAL MATERIAL SYMBOLS MAJOR DIVISIONS SYMBOLS TYPICAL SYMBOLS TYPICAL GRAPH LETTER DESCRIPTIONS GRAPH LETTER DESCRIPTIONS CLEAN OQO c WELL-GRADED GRAVELS.GRAVEL- GRAVEL GRAVELS GW sANOMIxruREs /�/�//� CC Cement Concrete AND GRAVELLY (LITTLE OR NO FINES) O O GP POORLY-GRADED LGRAVELS.GRAVEL-0 0 0 o AC Asphalt Concrete COARSE GRAINED MORE THAN 50%OF GRAVELS WITH GM SILTY GRAVELS.GRAVEL-SAND-SILT sorts COARSE FRACTION FINES MIXTURES RETAINED ON N0.4 CR Crushed Rock/Quarry Spalls SIEVE (APPRECIABLE AMOUNT IGC OF FINES) CLAYEY GRAVELS,GRAVEL-SAND - O CLAY MIXTURES TS Topsoil/ WELL-GRADED SANDS,GRAVELLY Forest Duff/Sod MORE THAN 50% CLEAN SANDS SW SANDS RETAINED ON NO. SAND 70DSIEVE AND (UTILE OR NO FINES) SANDY SP POORLY-GRADED SANDS,GRAVELLY SOILS SAND Measured groundwater level in SM SILTY SANDS,SAND-SILT MIXTURES exploration,well,or piezometer MORE THAN 50%OF SANDS WITH CO PASSING N ARSE FRACTION 0.4 FINES �J Groundwater observed at time of SIEVE .�L (APPREEAMDUNT CLAYEY SMIDS SAND CLAY — exploration OFF RN FlNES) S SC C MIXTURES Perched water observed at time of C SILTS•ROCK FLOUR exploration ML INORGAW PLASTICITYTTF SUGHT Measured free product in well or SILTS IN0RGANIC C " O,SF•LA TLL' pi ezometer SAN LIQUIDLIMIT CL MEDIUM PAKGRwEO GFINE AND LESS THAN so � YAYS•RAINED CLAYS Graphic Log Contact SOILS OL ORGAN O SILTSALOW ND OORGA IC SILTY Distinct contact between soil strata or CLAYSSTICITY geologic units MORE THAN50% I I I I INORGANIC SILTS,MICACEOUS OR / Approximate location of soil strata PASSING SIE No.z00 MH DwTOMACEous slLTvsaLs change within a geologic soil unit SIEVE SILTS AND LUIGREATERRTHHAN CLAYS 50 ,'� ' CH INORGTiCIC CLAYS OFHIGH Material Description Contact OH GANIC CLAYS AND SILTS OF IU Distinct contact between soil strata or OR MEDM TO HIGH PLASTICITY geologic units == _ ___ Approximate location of soil strata HIGHLY ORGANIC soils a PT PEATT HOBO US,SWAMPNICNSOOIILS _WITH change within a geologic soil unit NOTE: Multiple symbols are used to indicate borderline or dual soil classifications Laboratory/Field Tests Sampler Symbol Descriptions %F Percent fines ® 2 AL Atterberg limits.4-inch I.D.split barrel CA Chemical analysis CP Laboratory compaction test Standard Penetration Test(SPT) CS Consolidation test ■ DS Direct shear Shelby tube HA Hydrometer analysis MC Moisture content ® Piston MD Moisture content and dry density OC Organic content Direct-Push PM Permeability or hydraulic conductivity PP Pocket penetrometer Bulk or grab SA Sieve analysis TX Triaxial compression UC Unconfined compression Blowcount is recorded for driven samplers as the number VS Vane shear of blows required to advance sampler 12 inches(or distance noted). See exploration log for hammer weight Sheen Classification and drop. NS No Visible Sheen SS Slight Sheen A"P"indicates sampler pushed using the weight of the MS Moderate Sheen drill rig. HS Heavy Sheen NT Not Tested NOTE: The reader must refer to the discussion in the report text and the logs of explorations for a proper understanding of subsurface conditions. Descriptions on the logs apply only at the specific exploration locations and at the time the explorations were made;they are not warranted to be representative of subsurface conditions at other locations or times. KEY TO EXPLORATION LOGS G ENGINEERS (ff FIGURE A-1 This estimate is based on the plans provided by Stantec Consulting Services and approved by Washington State Department of Transportation and Belfair Water District#1. This estimate is also based on this scope of work being performed at the time PCG is installing the 12" DIP water main at Station 74+60 under its contract with Belfair Water District for Phase 2 of the SR3 Water Main Replacement and during the dewatering operations for that project. Work not to be scheduled until private contract is executed and payment is received. EXCLUSIONS: Engineering,Staking, Permits, Fees,Contaminated or Hazardous Materials,Compaction Testing, use tax. This Estimate may be withdrawn after 20 days. Page 2 of 2 Start End Total 81.5 Logged By MJH Driller Holocene Drilling Drilling Hollow Stem Auger Drilled 5/10/2010 5/10/2010 Depth(ft) Checked By CAM Method Surface Elevation(ft) 31 Hammer Drilling Mobile B-59 Vertical Datum NAVD88 Data 140 lb Autohammer Equipment Easting(X) System Groundwater Northing(Y) Datum Not determined Depth to Date Measured Water(ft) Elevation(ft) Notes: None Observed FIELD DATA d r. CL E E � � MATERIAL w 8 DESCRIPTION e REMARKS L Z O 0 C N CL y N IDO — E w N 22 !'cpp me m C7 H 0UU �U iiU ° 15 3 SM Brown silty fine to medium sand(very loose, Some gravel 9 in cuttings Aso moist)(fill) 18 5 Mc ML Broom silt with sand(medium stiff,moist) 38 5 0 10 18 7 3. ML Broom mottled sift(medium stiff,moist) 36 Mc 10 18 4 4 Grades to wet ry0 15 18 3 5 Grades to with sand lenses,soft 2h ML Gray sift(soft,wet) 0 a 20 18 2 37 100 w 0 i u w w 25 H1e s 7Grades to with sand lenses,medium stiff z 3 h 0 t7 E 9 30 18 1 8 Grades to without sand lenses,very soft m o a a' g ML Gray sandy silt(stiff,wet) F z 35 8 i Note:See Figure A-1 for explanation of symbols. s Log of Boring B-1 Project: Proposed Belscott Development 8 G W E N G I N E E R S !fJ Project Location: Belfair, Washington Figure A-2 --�� Project Number: 19416-001-00 Sheet 1 of 3 ` FIELD DATA d w - E m s MATERIAL ° REMARKS E a d °, DESCRIPTION r C.N 'd `m lu O C 2' m U C'nF- 0 a 20 iiU 35 18 11 h %F SP-sM Gray sand with sift(loose,wet) 40 18 4 14 37 ^O MC ML Gray sandy silt(stiff,wet) 45 18 15 11 i ryo 50 18 8 AL 33 LL=34;PI=B by 55 18 9 1 F � 28 67 % I i 60 o 18 12 14 Grades to medium stiff Water added z w w SP-sM Gray fine to medium sand with silt(medium dense,wet) 65 18 15 15 31 a w z O SM Gray silty fine to medium sand(medium dense, wet) E F o 70 18 25 1s 2 A E r o SP-SM Gray fine to medium sand with sift(loose,wet) a 5 75 18 4 17 z 3 Note:See Figure A-1 for explanation of symbols. Log of Boring B-1 (continued) Project: Proposed Belscott Development G EO E N G I N E E R (f/ Project Location: Belfair,Washington �y�' Figure A-2 Project Number: 19416-001-00 Sheet 2 of 3 FIELD DATA w - E E MATERIAL REMARKS 8 d Z DESCRIPTIONJi L Z ii y d a N m d Q m (D m o o E o m o o o c o w o m L) 80 18 8 18 y0 41 0 a 0 z a x U O W C7 m (7 0 O rc W W Z cJ Z O WO E E O g F Z c7 g Note:See Figure A-1 for explanation of symbols. s Log of Boring B-1 (continued) Project: Proposed Belscott Development Project Location: Belfair, Washington E. �. WENGINEERS I// FigureA-2 -�'� Project Number: 19416-001-00 Sheet 3 of 3 a • Start End Total 21 5 Logged By MJH Driller Holocene Drilling Drilling Hollow Stem Auger Drilled 5/10/2010 5/10/2010 Depth(ft) Checked By CAM Method Surface Elevation(ft) 32 Hammer 140 lb Autohammer Drilling Mobile B-59 Vertical Datum NAVD88 Data Equipment Easting(X) System Groundwater Northing(Y) Datum Not determined Depth to Date Measured Water fftl Elevation(ftl Notes: 5/10/2010 6.0 26 FIELD DATA w = E m `s MATERIAL 6 z J DESCRIPTION e REMARKS O � � � W Of J U r Z o d — a a H m d a d U 3 _ Eu, m ov' !^c me M ❑ S 02 m U U)H 0 0U 2U LTU 0 6 9 SM Brown silty fine to coarse sand with occasional gravel(loose,moist)(fill) ,50 6 6 2 SM Brown silty fine to coarse sand(very loose, At 3.5 feet,softer drilling per driller moist)(fill?) 5-1 18 1 3a 3b ML Brown sandy sift(very soft,moist) Groundwater observed at 6 feet at time of drilling tilt 18 7 ni ML Brown mottled with orange silt with trace sand 43 LL=40;PI=7 and occasional peat lenses<1/8" 10 18 0 5 Grades to very soft ,yo 15 18 5 e Grades to soft I 0 a a 20 12 2 7 Grades to with sandy,without peat lenses U O W [7 W [7 0 m W W Z —G Z O W U' E r .1 3 E 1- g g F Z C'1 g Note:See Figure A-1 for explanation of symbols. a Log of Boring B-2 Project: Proposed Belscott Development E G W E N G I N E E R S //j Project Location: Belfair,Washington -ice Figure A-3 Project Number: 19416-001-00 Sheet 1 of 1 SSt rt End Total 41.5 Logged By MJH Driller Holocene Drilling Drilling Hollow Stem Auger Drilled 5/11/2010 5/11/2010 Depth(ft) Checked By CAM Method Surface Elevation(ft) 34 Hammer 140 lb Autohammer Drilling Mobile B-59 Vertical Datum NAVD88 Data Equipment Easting N System Groundwater Depth to Northing(Y) Datum Not determined Date Measured Water Elevation(ft) Notes: None Observed FIELD DATA d w > � a MATERIAL REMARKS g JE J DESCRIPTION O N w d 16 L n VN Q) 0 N 10 2 2 cc I- � U' U' U �U LLU 15 9 SM Brown silty fine to coarse sand with occasional gravel(loose,moist)(fill) SM Grades to without gravel,With brick fragments At 1.5 feet,softer drilling per driller 11 5 20 Mc �O 5-1 13 4 3 ML Brown/gray mottled silt with sand(medium stiff, moist) 18 3 Mc Grades to soft 50 t0 18 4 5 Grades to sandy,medium stiff yo ML Gray silt with sand(very soft,moist) 15 18 2 6 H o �5 20 18 0 7 Grades to without sand w 0 i w c� o ^0 23.5 feet harder w 25 18 4 8 Grades to Min sand(soft,wet) z z 0 0 E h E 30 15 0 e Grades to very soft m 0 'a g o rsm Gray silty fine to medium sand(loose,wet) z 35 8 Note:See Figure A-1 for explanation of symbols. 61, is Log of Boring B-3 Project: Proposed Belscott Development 76 E G M E N G I N E E R t jj Project Location: Belfair, Washington Figure A-4 —*+�+' Project Number: 19416-001-00 Sheet 1 of 2 FIELD DATA e MATERIAL y 1�- 0 o o REMARKS w 8 d DESCRIPTION L > N U C L O.'y c c N Y 16 (O ta0 O N .�c ayic lL 0 c � m C1 (D U U f U iL U 35 F 1530 %F 5 40 i 6 3 11 Grades to very loose ❑ ❑ z U W O W c7 0 m rc W W Z -U' 2 O E 3 E m S F z c� S Note:See Figure A-1 for explanation of symbols. s Log of Boring B-3 (continued) Project: Proposed Belscott Development o G W E N G I N E E R S /Jf Project Location: Belfair,Washington y..�+� Figure A-4 Project Number: 19416-001-00 Sheet 2 of 2 R Start Total 21 5 Logged By MJH Driller Holocene Drilling Drilling Hollow Stem Auger Drilled 5/11/2010 5/11/2010Depth(ft) Checked By CAM Method Surface Elevation(ft) 39 Hammer 140 lb Autohammer Drilling Mobile 8-59 Vertical Datum NAVD88 Data Equipment Easting(X) System Groundwater Northing(Y) Datum Not determined Depth to Date Measured Water(ft 1 Elevation(ft) Notes: None Observed FIELD DATA d W E m 0) `s MATERIAL y Z J DESCRIPTION REMARKS .J y y O .2 m J U °✓ > n Z 3 m u a 0 m m h d a) N ° 6 cc N i0 O` m oc �� lL ❑ m m U v1H CCU gU° iiU 11 8 SM Brown sifty fine to coarse sand with gravel(loose, moist)(fill) 0 2 41 5-1 12 15 2 Grades to with occasional gravel(medium dense, wet) 14 11 3b SPSM Gray fine to medium sand with sift(medium dense,wet)) ML Brown sift with sand(stiff,wet) 10 16 20 4 tih ML Gray sift(very soft,wet) 15 18 1 AL 46 LL=47;13I=21 o ry0 a 0 N 20 18 10 a Grades to with sand lenses,medium stiff U O (7 W (7 0 V' W W Z 0 Z O W U` E E F 0 a' cv 8 F z Note:See Figure A-1 for explanation of symbols. a Log of Boring B-4 Project: Proposed Belscott Development o G M E N G I N E E RJ //j Project Location: Belfair,Washington ■�+r Figure A-5 Project Number: 19416-001-00 Sheet 1 of 1 K GeoEngineers OPerMW Wt?nx CPT Dale- me 5.119201010:41:55 AM SMM01%. CPT-1 Location:Belscdtt Senior Camwriy Cone Used. DSG1S15 ,bpnnarOer: 19416.001�M Tip REiktaince FnldWn ROO Pore Press1Ae Sol Bellallor Type• SPT W OtTSF F61Ot►X) PWPSI Zone:UBC4953 60%MarnrnM 0 250 0 6 -20 100 0 12 0 50 0 C4, 1 1 I 1 1 1 I I t 1 IIIII I 111 1 I I I 1 I I 1 1 I111111 t111t 111 1 I I 1 1 1 1 1 1 111111 It 111 1 I I 1 I I I I 1 1 1 1 1 Il loll t IIII 111 1 I I 1 1 1 t l t l II tt11 It111::;:1 IIIII 11 1 � 11 1 � 1 1 1 1 I.ItIt11I�u I � t 11 I I I 11 1 t 1 1 1 IIII I It 1 I 1 I I I I I I I 1 1 III 1 1 I lilt III 10 -- ,- -L---1___J_-- LJ_ 4- J_J_14 J111 11 I l 1 1 i 1 1 t 1 1 i i i iiiii I i 1 1 1 1 1 1 1 I 1 I 1 I 1 1 I t 1 1 1 1 IIIII I I I I I I I I I 1 1 I 1 1 I t t 1 1 1 1 1 1 I I I I t 1 1 1 1 I 1 1 I 1 1 1 1 1 1 1 Li.LLJ.IJJ 1 1 1 1 I I I l t l I l t 1 I I I 1 1 1 1 1 1 1 IIII III1111 I I I 1 1 1 I I I I I hYff1-F1'1y-111 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 IIII 11 111 1 1 I 1 1 1 I 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IIII 1 111 1 1 1 t I 1 1 1 IIII 1 1 1 1 I 1 1 1 1 1 1 1 IIII I111 I 1 1 I I I 1 1 I 1 1 I III 1 1 1 11 1 1 1 I I I I 1 1 1 1 1 I l t l 1 1 1 1 I 1 1 1 1 I 11 1 1 I111 1 I11 1 1 1 1 1 I I I I II111 1 111111 I 1 1 1 I 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I I 1 1 1 1 1 1 1 1 1 1 1 I I I 1 1 1 1 1 1 1 I I I 1 1 1 1 I I I III I I I I I I I I I I I I I 1 1 I 1 I 1 I I its I I 1 1 1 I 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 I11111 111111111 1 1 1 1 1 1 1 1 1 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 I I I I 30 I I I 1 I I I I I 1 1 1 1I 1 1 1 1 1 1 I I I 1 1 1 1 I 1 1 I 1 I I I I I 1 1 1 1 1 1 1 1 1 I I I 1 I 1 1 I 1 I 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 111111 1 1111111 1 1 1 1 1 1 1 1 1 1 1 IIII 1 IIIII 1 1 I 1 1 1 1 I I IIII I IIIII I 1 I 1 1 1 I 1 1 1 I I I I I 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 IIIII 1 1 1 1 1 1 1 1 D" F -1-f MF JAJ+F 1 1 I I 1 1 1 1 1 1 1 I I IIIII I 11 1 1 1 1 M I I I 1 1 1 1 1 1 I t I1111 I 11 11 11 1 1 1 I 1 I I 1 1 I I I I III 1 1 I 11 1 1 1 1 1 I11 i i i I i i i 1 l i I I i i i i i i I l 1 1 i 1 1 1 1 1 1 I 11 1 1 1 IIIII I Ill 11t I I I t I I I 1 I I I I I I I 1 1 1 1 1 1 1 i i 1 I I 1 I I I I I I I IIII I I 1 1 1 1 1 50 1 _ I -- 1 - I-_- 1 1 1 1 1 I I 1 1 lilt 1 1 1 1 1 1 1 - 1-- i i- -i i i i t I f tiiil I C I Ii 1 I I I 1 1 I I 1 1 1 1 I I I I I I III 1 1 1 1 1 I I 1 1 1 1 I III 1 1 1 1 1 1 1 11 1 1 1 I I 1 I I I 1 1 I I I I I 1 IIII I I I I I 1 1 I 1 1 1 I 1 1 1 IIIII I 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 111111 1 1111111 1 1 I I 1 1 1 1 1 I l t l l I I I I I I I I I 1 1 I 1 1 1 1 1 1 I t I1111 1 1 11 I I I 1 1 1 1 1 1 1 1 1 1 1 1 IIIII 111 IIIII 1 1 1 1 1 I I 1 1 1 I IIIII 1 1 1 1 I I I I I 1 t 1 1 I 1 I t t l 1 1 1 I I I I I I I 1 1 1 1 I I I I IIII 111 IIII 60 -' '-'-r---r---�--- r� T-r ramI- T-r I�Tir 71 llTr 1 I I 1 1 I 1 1 I I IIII I I I I I I I I 1 1 I 1 1 I I I I I I I 11 1 I I I I I 1 1 I I 1 1 1 1 1 1 t IIIII 11 111111 i i i l i ir70 1 I I I I I I I I1 1 1i i1 1I I7t] __ ___L___L___J___ L J_1_L L _L J111 1J JJ_L11 11 I1 1I I1 II I1 1 1 I I1 11 11 11 1 I 1 11 1 I I I I I IIII 111 I I I I I I I I I I I I I I Malttm fn Depth-60-35 OW Depth Increment-0.16s feet 1 6e1w6ve One grained 4 SKI day to my 7 611ty sand to 6W4y Slit 010 grarely sand to san0 ■2 O 93M material ■5 clayey 6M b MY day 8 ww to>rny sand 11 very svtf tole grahed() 3 clay 0 6 sandy s11t to dayey 61U ■9 6" 12 6ar4 10 cla-M band() >r 56 Enpreerna sw ee+nvbr ore and Err based on dab Lola:JSC.IM 0 0 CPT -01 0 Proposed Belscott Development Belfair, Washington GEOENGINEER Figure A-6 M GeoEngineers Operator WIM4 CPT Da*fnn e: S la-2010 12:15:25 PN SOull&q CPT-2 LOCOM:BE160M SerYor CdMWAy ConeMed. DSG1015 ,7WWrOer: 19616-0Ot-00 Tip Re61 a)ce Fddkn Raeo Pore Pre6618e Sot Berra wr Tm*- SPT w Ot TSF Fs,Dt(%) Pw PSI Zone:UBC-1983 60%Hammer 0 250 0 6 -20 100 0 12 0 50 0 I I 1 I I I I I (IIIII IIII III I 1 1 1 1 I I I I I I I IIIII 1 IIII III I 1 I I 1 1 I I 1 1 IIIII I III III I 1 1 1 I I 1 1 1 IIII I I I 1 1 1 I I I I I I t I I 1 I I 1 1 I I I I III I I 1 I I I I I I IIIII I I III I I I I 1 I I I I I I IIIII III I I I 10 J----L---L___J_-- LJ_J_ LJ_J_1_L -j 1J 1L i I 1 1 1 1 1 1 1 1 1 1 I11111 I 1 111 1 1 1 I 1 1 1 I I I I I 111111 11 I11 1 I 1 I I I I I 1 1 1 1 1 1111111 I 111111 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 I 1 1 1 I 1 1 I I I I(I I I I I 1 1 I I I I I I I 1 1 1 1 1 1 t 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 11 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I 1 I 1 I I 1 1 11 1 1 1 1 fill 1 1 1 1 I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 11 1 1 1 1 1 1 1 1 1 1 1 1 1 I t I 1 1 1 11 1 1 I I 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I I l t l l l l l I I I I I I I I I I I I 1 I 1 1 1 I 1 1 I I 1 1 1 1 IIII I I I 30 I 1 I I I I I I I I I I I 1 I I I I I I 1 1 1 I I I I I I I 1 1 I I I I I I I 1 I I 1 1 1 1 1 1 I 1 I I I 1 I I I I IIIII 1 IIII I I I 1 1 1 1 1 1 1 I 1 1 1 (I I I I I I I I I I I I I I I 1 1 I I I I I I IIII 1 I I I 1 1 I I I 1 I I I I I I I IIII I III I I I 1 I 1 1 1 I I I 1 1 IIIII 1 I I I 1 1 1 1 1 I 1 1 1 1 1 1 I I I I I IIIII I I I I I I I I I 1 1 1 1 I I 1 I I I I I IIII 1 1 1 1 1 1 1 1 I I I I I I I I I I 1 1 IIII I I I I I I I I I 1 I 1 I I I I I I I I I IIII I I I I I I I I I I 1 I I I I I I I I I fa-aa-�a-r.�11 I 1 1 1 1 I I I I 1 1 I 1 1 1 1 1 1 I I I I I I I I I I I I oil1 1 I I 1 11 1 I I I I I IIII I 1 1 1 1 1 so I I I 1 I I I I t I 1 1 I IIIII I IIII I t I I 1 I 1 I I I I I I I I I (I I I I I I I I I I 1 1 1 1 I 1 1 1 I I I I I I I I I (I I I I I I I I I I I I I I Ix) 1 I I 1 I I I I I I 11 1 I I I I111 I I I 111 111 I 1 I I 1 1 I I I I I I I I I I I I I I I I I I I I I . IIIII ... ... I I I I I I I I 1 1 1 1 1 IIIII I I I I I I I I I 1 I 1 I I 1 1 1 I I I I I IIIII 1 I I 1 1 t l l I 1 1 1 1 1 1 1 I I I I I IIIII 1 I I I I I I I . I I .IIII . . ... ... 1 I I 1 I I I I I I I I I IIIII I III III I 1 1 1 1 1 I I I I I t l IIIII I I I I I I I I I 1 I I I I I I I I I I I IIIII 11 III III I 1 1 1 I I 1 1 I I I I I (IIIII 1 IIII III I I I 1 I I 1 I I l t l IIII 1 1 I IIIII I 1 I I I I I I IIII I I I I 1 I 1 I I I I I I I I I I 11 IIII III111 IIII11 1 1 1 I 11 1 1 1 I I I I I II IIII(IIIII ( IIIII 11 1 1 I I I I I I I I I I IIII IIII II I 1 I I 1 1 1 1 1 1 IIII I I 11 III 1 1 1 I 1 1 I I I I I I IIIII II III III 1 I 1 1 I I I t I I I I I IIIII II III III 1 1 I 1 I I 1 1 I I I 1 1 IIIII I I 1 1 1 I I I I 1 I I I I I I I I I I IIIII I I I I I I 1 1 1 I 1 1 1 1 I I I I I I I III II I I I III 60 - ----r---r---�--- ram- -T-r n--i-T-r ITTT T -�Tr 1 1 1 I I I I I I 1 1 IIII I I III I 1 1 I I I I I I I I I I I IIIII III III I I I I 1 1 I I I I I I I IIIII I I I IIII 1 1 1 I 1 I I I I 1 1 1 1 IIII 11 1 1 1 I I I I 1 1 I 1 1 I I I I I IIII IIIII 1 1 1 I 1 1 1 I I I I I I I I I I I I IIIII I I I 1 I 1 I I I I I I I I I III 1 1 I I I 70 L___J___ l _J_1_L J111 1J �L 1 I 1 1 11 1 1 1 IIII IIII 1 I 1 �+ 1 1 1 1 1 I I I I I IIII I I I I I 11 1 1 80 1 I 1 1 1 1 1 1 1 1 I I 1 I I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 1 1 1 1 1 IIIIIIIIII 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I 1 1 1 1 II IIII Itl111 IIIII 11 1 1 1 1 1 1 1 1 1 1 1 1 I I I I I I I I I 1 1 1 1 I 1 1 I 1 I I 1 1 I I I I I I I I I 1 1 1 1 1 1 1 1 1 1 1 1 1 1 IIII 1 1 1 1 1 1 1 1 1 1 1 1 1 1 1 I 1 1 1 I I I I I I I I I 1 1 1 1 1 1 1 1 I 1 1 1 1 1 I I I I I I I I I 1 1 1 I I I I 1 1 1 I 1 1 1 I I I I I I I I I 1 1 1 1 1 1 1 I 1 I I I 1 1 I I I I 1 1 1 1 1 1 1 Malgmum Depal-80.22 IW DepOl Woentellt-0.164 Beet 1 sef*Mve Sne g-.W*d ■a sryr clay to day ■7 any Sala to sandy 641 ■10 Twely sand to sand 2 093M ma*M ■5 clayey 6n ID sny clay 8 Gala to any sand 11 very 6w ftrle graded(') ■3 day ■6 saay Sat 10 clayey rift ■9 Lars ■12 band ID clayey wand I') `r SO,Enpteenng 'Sol wplw w 4"AW SOFT tawd W dab Vtllll U8ri1993 CD 1` CPT -02 O Proposed Belscott Development 9 Belfair, Washington GEOENGINEER Figure A-7 19416n001-00 CAM:EAW:tt 060710 y ) m P LASTIC ITY C HART O m 60 ^z r Y 50 Ri CH or OH w 40 LA z t: 30 - - - - - - -- OH or MH n 20 CL or OL D 10 r t m - ML or OL X m 0 m X 0 10 20 30 40 50 60 70 80 90 100 Q Z! r 3 LIQUID LIMIT D CA 60 m EXPLORATION SAMPLE MOISTURE LIQUID PLASTICITY SYMBOL NUMBER DEPTH CONTENT(%) LIMIT(%) INDEX(%) SOIL DESCRIPTION M m (1) c B-1 50 33 34 8 Gray silt(ML) ch B-2 7.5 43 40 7 Brown silt(MI-) . B-4 15 46 47 21 Gray silt(MIL)