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Home My WebLink About902133005 Geotech Assessment GEOTECHNICAL ENGINEERING INVESTIGATION REPORT PROPOSED M & E TRUCKING PIT EXPANSION JEFFERSON COUNTY~ WASHINGTON JOB NUMBER 102-03020 APRIL 10, 2003 Prepared for: M & E TRUCKING, INC. ATTN: MR. MIKE GREEN P.O. BOX 524 PORT HADLOCK, WASHINGTON 98339 Prepared by: KRAZAN & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING DIVISION 20714 State Highway 305 NE, Suite 3C Poulsbo, Washington 98370 (360) 598-2126 ASSOCIATES, INC. SITE DEVELOPMENT ENGINEERS & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING · ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 10, 2003 KA Project No. 102-03020 M & E Tracking, Inc. Attn: Mr. Mike Green , P.O. Box 524 Po~ Hadlock, WA 98339 GEOTECHNICAL ENGINEEmNG INVESTIGATION ~PORT~ ' PROPOSED M & E TRUC~NG PIT EXPANSION JEFFERSON COUNTY~ WASHINGTON ~.. In accordance with your request, we have completed a Geotechnical Engineering Investigation for the referenced project. The results of our investigation are presented in the attached report. This report presents the results of our field exploration, laboratory tests, and engineering analyses. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN AND ASSOCIATES, INC. Todd S. Parkington, P.E. Senior Geotechnical Engineer TSP/sew Eleven Offices Serving The Western United States 20714 State Highway 305 NE, Suite 3C · Poulsbo, Washington 98370 · (360) 598-2126 · Fax: (360) 598-2127 p:\lO2X.03~O20- Trucking Pit Expansion\lO2-03020 Tracking Pit Expansion.doe ASSOCIATES, INC. GEOTECHNICAL ENGINEERING · ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION TABLE OF CONTENTS INTRODUCTION ................................................................................................................................... 1 1 SITE LOCATION ..................................................................................................................................... PROPOSED CONSTRUCTION ................................................................................................................... 1 PURPOSE & SCOPE ................................................................................................................................. 1 SITE INVESTIGATION ........................................................................................................................ 2 SITE DESCRIPTION .................................................................................................................................2 GEOLOGIC SETTING ............................................................................................................................... 2 Slope Stability .................................................................................................................................... 3 SUBSURFACE EXPLORATION ................................................................................................................. 3 Soil ..................................................................................................................................................... 3 Groundwater ......................................................................................................................................3 Laboratory Testing ............................................................................................................................ 3 SEISMIC ZONE ....................................................................................................................................... 3 SITE RECONNAISSANCE ......................................................................................................................... 4 CONCLUSIONS AND RECOMMENDATIONS ................................................................................ 4 4 GEN~P, At ............................................................................................................................................... 4 SLOPE STABILITY .................................................................................................................................. Slope Stability Analysis Results ......................................................................................................... 6 Slope Stability Conclusions ............................................................................................................... 6 SLOPE GRADES ...................................................................................................................................... 7 INFILTRATION RATES ............................................................................................................................ LIMITATIONS ....................................................................................................................................... 7 SITE VICINITY MAP ............................................................................................................. FIGURE 1 SITE PLAN ............................................................................................................................... FIGURE 2 FIELD AND LABORATORY INVESTIGATIONS ....................................................... APPENDIX A SLOPE STABILITY ANALYSES .................................................................................... APPENDIX B Eleven Offices Serving The Western United States 20714 State Highway 305 NE, Suite 3C * Poulsbo, Washington 98370 · (360) 598-2126 * Fax: (360) 598-2127 p:\102X03~020 - Trucking Pit Expansion\102-03020 Trucking Pit Expansion.doc & ASSOCIATES, INC. GEOTECHNICAb ENGINEERING · ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION April 10, 2003 KA Project No. 102-03020 GEOTECHNICAL ENGINEERING INVESTIGATION REP~R~ PROPOSED M & E TRUCmNG PIT EXP~SION JEFFE~ON COUNTY, WASHINGTON . DEFT. {,¢ C ........ .,..,,~ .... , ..... ~s re~o~ co~s ~e ~esu]~ of a site in~esti~ado~ ~c~o~ed by ~ & Associates fo~ ~e abo~e ~efere~ced project SITE LOCATION The project area is located on the west side of Discovery Bay near the south end. According to the United States Geological Survey (USGS), 7.5 minute Port Townsend South, Washington topographic quadrangle map, the property is located in the southeast quarter of Section 13, Township 29 North, Range 2 West, W.M. Latitude 48.003 degrees and at Longitude 122.871 degrees: The site location is shown on the Site Vicinity Map, Figure 1. PROPOSED CONSTRUCTION We understand that the proposed project consists of expanding the existing sand and gravel pit to the maximum extent possible within the existing property lines (see the Site Plan, Figure 2). The present pit occupies a portion of the south comer of the property. Storm water runoff will be directed to an infiltration system to be located near the east comer of the property. The infiltration system design has not been completed at this time. In the event the proposed construction information detailed in this report is inconsistent with the final design, we should be notified so that we may update this writing as applicable. PURPOSE & SCOPE The purpose of the geotechnical investigation is to estimate the stability of slopes within the project area. Our scope of Work was outlined in our proposal K&A Number PE02-220P, dated February 19, 2003 and includes the following items: Eleven Offices Serving The Western United States 20714 State Highway 305 NE, Suite 3C * Poulsbo, Washington 98370 · (360) 598-2126 * Fax: (360) 598-2127 PAl 02~03'1120 - Trucking Pit Expansion\102-03020 Trucking Pil Expansion.doc KANo. 102-03020 April l0,2003 Page 2 Investigation of the soil and groundwater conditions by excavating 9 test pits. One of the test pits was excavated in the area of the proposed infiltration system. Groundwater measurements were taken during excavation. Perform laboratory tests appropriate to the soil conditions encountered. Tests for moisture content and grain size distribution were performed. Perform stability analysis on existing and fmal slope configurations. The slope stability analyses utilized static and seismic loading conditions. · Preparation of this written report detailing our findings and conclusions. Note that the proposal referenced above includes additional work regarding an aq will be addressed in a separate report. SITE INVESTIGATION SITE DESCRIPTION Ljr L J JUN 2 7 2003 JEFFERSON COUNTY OEPT. OF COMMUNITY DEVELOPMENT The property is bounded by Highway 101 to the southeast, a Washington State Department of Transportation facility to the northeast, and undeveloped land to the northwest and southwest. Most of the site is currently forested with the existing small gravel pit at the south comer of the property. The site slopes up to the north with an overall grade of 20 to 25 percent and localized grades on natural slopes as steep as 100 percent. Areas within the active portion of the pit have near vertical grades on slopes 10 to 15 feet high. GEOLOGIC SETTING The Washington Division of Geology and Earth Resource (WDGER), Geologic Map of Washington - Northwest Quadrant, dated 2002, indicates that the property is located in an area identified as Undifferentiated Outwash (Qgo) with Glacial Till (Qgt) upslope and Beach Deposits (Qb) downslope. Undifferentiated outwash consists of recessional and proglacial stratified sand, gravel and cobbies with minor silt and clay interbeds deposited in meltwater stream environments. Glacial till consists of an unsorted, unstratified, highly compacted mixture of clay, silt, sand, gravel and boulders deposited by glacial ice. Beach deposits consist of sand and gravel deposited in shoreline environments. -They may contain shell fragments and gravel tends to be well rounded. It may also include dune deposits and deposits of estuarine origin. The USDA Soil Conservation Services (SCS) Soil Survey for Jefferson County, Washington maps the soils in the project area as Hoypus gravelly loamy sand, 15 to 30 percent slopes and Clallam gravelly sandy loam, 15 to 30 percent slopes. This soil occupies glacial terraces. The hazard of water erosion is moderate and runoffis medium. Krazan & Associates, Inc. Eleven Offices Serving The Western United States P:\102'O3~020 - Trucking Pit Expansion~age 2.doe Slope Stabili _ty The "Coastal Zone Atlas of Washington", Volume 1 I, Jeffe~'n~.C~ty¢!Washi ~ng~n~.,Dep~rtrnent of Ecology, 1979 identifies slopes in the site vicinity as Unstable (U) with Intermediate (I) upslope. Unstable slopes are considered unstable due to erosional, stratigraphic, slope gradient, or groundwater conditions. They may show indications of past or present movement. Intermediate slopes are generally steeper than 15 percent, but also include areas of lesser slopes with weak material or heavy groundwater concentration. This designation includes slopes without known failures of a variety of deposits (sand, gravel, and till) and thin soils over bedrock. SUBSURFACE EXPLORATION The subsurface conditions were investigated at the site by excavating a total of 9 test pits to depths of up to 17 feet at the locations indicated on the attached Site Plan, Figure 2. Test Pit 9 was excavated in the general vicinity'of the proposed infiltration system. Additional test pits will be excavated in the area of the proposed infiltration system at a later date. Soil The subsurface soils consist of dense to very dense sand and silty sand with varying amounts of gravel. For additional information regarding the soils encountered, please refer to the test pit logs in Appendix A. Groundwater Slow water seepage was encountered in TP-3 at a depth of about 9 feet below the ground surface. Ground water was not encountered in any of the other test pits. We did not see any evidence of springs on the site. Water table elevations fluctuate with time,, being dependent upon seasonal precipitation, irrigation, land use, and climatic conditions, as well as other factors. Therefore, water level observations at the time of the field investigation may vary from those encountered during the mining phase of the project. The evaluation of such factors is beyond the scope of this report Additional information regarding groundwater levels may be available in our forthcoming Aquifer Recharge Report. Laboratory Testing Soil samples were obtained from the borings for visual classification and laboratory testing for engineering properties. Tests were performed for moisture content and grain size distribution. Please see Appendix A for more information. SEISMIC ZONE The United States Geologic Survey, Earthquake Hazards Program, National Seismic Hazard Mapping Project website indicates that the peak ground acceleration for the site with a probability of exceedence of 10 percent in 50 years is 0.28 g. Krazan & Associates, Inc. Eleven Offices Serving The Western United States P:\102~)3\0:~0 - Trucking Pit Expansion\102-03020 Trucking Pit F. xpansion,doc Due to the dense nature of the soils encountered in our tesl3 pi/g; we estimate that the potential for liquefaction at the site is low to non-existent. A detailed, site specific study of seisrnicity at the site was not part of our scope of work. However, we did not that two north-south trending fault zones are mapped on the Geologic Map of Washington - Northwest Quadrant within about 1 to 2 miles of the project site. However, both faults are indicated as inferred, which likely means they do not show at the ground surface. Further seismicity from these known fault zones would have been included in the National Seismic Hazard Mapping Project, and are therefore accounted for in our analyses by the seismic coefficient derived from the peak ground acceleration. SITE RECONNAISSANCE We examined the slopes on the site and adjacent properties for any indication of slope failures or instability. Indications of slope failure and/or instability include head scarps, hummocky terrain, inconsistent patterns of vegetation, tension cracks, seepage zones and course grain material overlaying silt- and clay soils. We did not observe any indications of slope instability. CONCLUSIONS AND RECOMMENDATIONS GENERAL Based on our investigation and a review of the Jefferson County Unified Development Code (UDC), it is our opinion that the site is a Landslide Hazard Area as defined in section 3.6.6 of the UDC. This designation is due to the site being within an area mapped as Unstable in the Coastal Zone Atlas. In our opinion, the site is not an Erosion Hazard Area as defined in the same section and is a Seismic Hazard Area. However, the Seismic Hazard Area designation would be due solely to the potential for slope movement in a seismic event and is therefore not a separate designation from the Landslide Hazard Area. Although, the entire site meets the definition of a Landslide Hazard Area from the UDC, it is our opinion that the proposed pit expansion cmpccur without adverse affects to the property or adjacent prop6rties. Please see the Slope Stability Conclusions section below for more information. The results of our investigation indicate that the site slopes in the current configuration are relatively stable. As detailed below, we recommend that permanent slopes less than 120 feet high be graded no steeper than 1.SH: 1V (horizontal:vertical), and slopes more than 120 feet but less than 250 feet high be graded no steeper than 1.6H:IV. Temporary slopes may be graded no steeper than 1H:IV. Please see below for additional information. SLOPE STABILITY We performed slope stability analyses on a generalized cross section in which the height and grade of the slope was varied. The height range used was based on the topographic information provided by Zenovic and Associates. The slope stability computer program Slope/W by Geomatic was utilized to evaluate the stability Krazan & Associates, Inc. Eleven Offices Serving The Western United States P:\102~03~020 - Trucking Pit Expansion\102-03020 Trucking Pit Expansion.doc ~ ~,. I02-03020 ii , JUN 27 200 - E rillO, 2OO3 of ~o slopes ~der static ~d seismic conditions. Soil s~on'~h p~ote~ used in ~' ~alysis were estimated from ~ Soil encountered in o~ test pi~. ~ soil s~enZh pammeto~ used for ~e undis~bed dense to ve~ dense smd ~d sil~ s~d wore ~ angl~ et internal ~ction of 40 do~oes ~d a cohesion et 100 po~& per squ~o foot ~sO. For p~oses of our slope s~bili~ analysis, ~ound water w~ ~sumed at ~ b~o of~o slop~ anal~ed. We did not analyze slopes cons~cted from compacted fill ~ we undo~md ~at · ~ cu~ont mining plan does not call for ~y of~e pit to b~ bac~lled. The psuedostatic method was used for our slope stability analyses to estimate the factor of safety under seismic conditions. The United States Geologic Survey, Earthquake Hazards Program --National Seismic Hazard Mapping Project, indicates that a peak ground acceleration (PGA) of 0.28 g has a I0 percent probability of exceedence in 50 years (500 year return period). The seismic coefficient is typically taken to be V2 of the PGA. A seismic coefficient of 0.14 was used in our analyses. The results of slope stability analyses are expressed as factors-of-safety against rotational failure. The factor- of-safety is the ratio of driving forces to resisting forces. A factor-of-safety of 1.0 is equilibrium; a factor-of- safety of less than 1.0 indicates failure. Typically, a factor-of-safety of 1.3 for static conditions and 1.1 for seismic conditions is considered adequate. Factors of safety greater than 1 but less than 1.3 or 1.1 are not adequate due to the uncertainties inherent in the modeling process. A lower safety factor for seismic conditions is adequate as the probability of occurrence of the seismic conditions analyzed is relatively Iow. Slope Stability Analysis Results We primarily analyzed an estimated cross section for permanent final slopes at the end of mining (i.e. when. the mine shuts down). For this case both static and seismic conditions were analyzed. The grade of the slope was varied to estimate the steepest slope for which an adequate factor of safety existed. In addition to the grade, the total height of the slope has an affect on the safety factor. The results indicate that for slopes up to 120 feet high, a grade of 1.SH:IV or about 34 degrees has a factor of safety of 1.1 under seismic conditions and more than 1.4 under static conditions. For slopes up to 250 feet high, a grade of 1.6H:IV or about 32 degrees has a factor of safety of 1.1 under seismic conditions and more than 1.3 under static conditions. We also analyzed a generalized cross section at a IH:IV grade under static conditions to confirm that temporary slopes could be graded at 1H:IV. The results of the analysis indicates that slope, s.up to 100 feet high and IH:IV have a factor of safety greater than 1. Note that in all cases the resulting potential slip surfaces with the minimum calculated factors of safety occur essentially on the slope face with no more than about 10 feet of the crest of the slope including within the potential slip surface. We understand that the mining permit requires a buffer from the property line of at least 25 feet. Therefore potential slip surfaces that would impact adjacent properties will likely have higher factors of safety than those presented above. Krazan & Associates, Inc. Eleven Offices Serving The Western United States P:\102~3~020 · Trucking Pit Expansion\102-03020 Trucking Pit Expansion.doc ........... ~,~. ~o. 102-03020 ill ~ ; · t I i !p, pnl 10, 2003 2003 !i k~] i Page 6 Slope StabiliW Conclusions . Based on our site investigation and analyses results we conclude the following: · There is minimal landslide hazard at the site as we did not observe any evidence of landslide activity in the vicinity. · Our slope stability analyses indicate that the pit can be excavated in such a manner that the risk of landslides is essentially eliminated. · Although we have not prepared the drainage and erosion control plan ourselves, it is our understanding that all surface water rUnoff will be directed to an infiltration system. Therefore, excavation of the pit will not increase surface water discharge or sedimentation to adjacent properties. · As there are slopes in the vicinity of the property as steep or steeper than the proposed final slopes for the pit, it is our opinion that excavation of the pit will not decrease the stability of slopes on adjacent properties · As previously mentioned, our analyses were performed for both static and seismic conditions, and all of the preceding statements apply under seismic conditions up to the probability event described (10 percent probability of exceedence in 50 years or 475 year return event). SLOPE GRADES As discussed in the previous section (Slope Stability), we make the following recommendations regarding slope grades on slopes constructed fi.om undisturbed soils: Temporary slopes should be no steeper than IH:IV up to 100 feet high. The phrase "temporary slope" as used here is not intended to apply to the portion of the property that is being actively mined. A temporary slope, as used here, is an intermediate slope configuration where the soil comprising the slope is to be mined months or years in the future. The configuration of slopes within the active portion of the mine (i.e. the working face) is an issue for mine operation, rather than a long-term slope stability:issue. · Permanent slopes up to 120 feet high may be no steeper than 1.5H: IV. · Permanent slopes up to 250 feet high may be no steeper than 1.6H: 1V. Note that if the mining plan is changed to include slopes constructed from compacted fill, they will likely need to be 2H: 1V or shallower or reinfomed with geotextile. If this becomes the case, please contact us for more information on compacted fill slopes. As mining operations approach the property lines, care must be taken not to cut a temporary slope so close to the property line that the required permanent slope grade can not be achieved. All permanent slopes should be replanted with fast-growing, deep-rooted grass, shrubs and other ground cover as soon after final grading as practical. Temporary slopes likely do not need erosion protection as we Krazan & Associates, Inc. Eleven Offices Serving The Western United States P:\102~3~20 -Trucking Pit Expansion\102-03020 Trucking Pit Expansion.doc anticipate that temporary slopes will only be constructed during mining operations. Erosion of temporary slopes will only be an issue to the extent that the deposited soil from slope erosion is confined to the property. INFILTRATION RATES As part of this study, one test pit was excavated in the general vicinity of the proposed infiltration system. A sample of the soil from this test pit was tested for grain size distribution in accordance with the USDA textural analysis. The results of this test indicate that the soil in this area is a very gravelly sand. We understand that Jefferson County is currently using the 1992 version of the Puget Sound Stormwater Management Manual. The recommended short-term infiltration rate for sand (from the Stormwater Management Manual) is 8 inches per hour. This value (with an appropriate safety factor applied) may be used for initial design of the infiltration system. When the infiltration system design is complete and the precise location and depth has been determined, some additional testing will need to be done to confirm the infiltration rate. LIMITATIONS Geotechnical engineering is one of the newest divisions of Civil Engineering. This branch of Civil Engineering is constantly improving as new technologies and understanding of earth sciences improves. Although your site was analyzed ming the most appropriate current techniques and methods, undoubtedly there will be substantial future improvements in this branch of engineering. In addition to improvements in the field of Geotechnical engineering, physical changes in the site either due to excavation or fill placement, new agency regulations or possible changes in the proposed structure after the time of completion of the soils report may require the soils report to be professionally reviewed. In light of this, the Owner should be aware that there is a practical limit to the usefulness of this report without critical review. Earthwork construction is characterized by the presence of a calculated risk that soil and groundwater conditions have been fully revealed by the original geotechnical investigation. This risk is derived from the practical necessity of basing interpretations and design conclusions on limited sampling of the earth. The recommendations made in this report are based on the assumption that soil conditions do not vary significantly from those disclosed during our field investigation. If any variations or undesi_mble conditions are encountered during construction, the Geotechnical engineer should be notified so that supplemental recommendations can be made. The conclusions of this report are based on the information provided regarding the proposed construction. If the proposed construction is relocated or redesigned, the conclusions in this report may not be valid. The Geotechnical engineer should be notified of any changes so the recommendations can be reviewed and reevaluated. This report is a geotechnical engineering investigation with the purpose of evaluating the soil conditions in terms of foundation design. The scope of our services did not include any environmental site assessment for Krazan & Associates, Inc. Eleven Offices Serving The Western United States p:\102\03\020 - Trucking Pit Expansion\102-03020 Trucking Pit Expansion.do{: KA No. 102-03020 April 10, 2003 Page 8 the presence or absence of hazardous and/or toxic materials in the soil, groundwater or atmosphere, or the presence of wetlands. Any statements, or absence of statements, in this report or on any test pit log regarding odors, unusual or suspicious items, or conditions observed are strictly for descriptive purposed and are not intended to convey engineering judgment regarding potential hazardous and/or toxic assessment. The geotechnical information presented herein is based upon professional interpretation utilizing standard engineering practices and a degree of conservatism deemed proper for this project. It is not warranted that such information and interpretation cannot be superseded by future geotechnical developments. We emphasize that this report is valid for this project as outlined above, and should not be used for any other site. If you have any questions, or if we may be of further assistance, please do not hesitate to contact our office at (360) 598-2126. Respectfully submitted, -~-tCRAZAN & ASSOCIATES, INC. ~[ ~ dug 2t ~ T&dS. ear~on, P.E. ~C~ ¢~[ .... ~ S~ior Geotechnical Engineer Krazan & Associates, Inc. Eleven Offices Serving The Western United States ?:\102~03\020 - Tracking Pit Expansion\lO2-03020 Tracking Pi! I~xpanaion.d~: ~. ~ ~", ~,, , . ~ .,.~'~.. .' ~ . ~ ~/~ ~ ~." ... ., . ,, ~ ~~~~- ,,.,,-:....., ~ ~ .. . ~ ~'~ ...: ,., . , . .._. ..., , ~ ~...;,,.~,. ~..~. : ..... / "~ :'. ~'",2'~" ~ ~'~ '~ .... .-~ .... . ''~ ~PORT .DISCO VERY ,....'"'/~ ' * ~ ""x 'x .. ..............................~~./~ ..:?~ ...~ . i ~x "~ ......... ' ~ .... ~a .... ' ......... ~-.~~~ ~ ~ ~. _~- ...... : -j o.~.. - ............. ~ ' ~.:~...:- ~.~..?:,~ .... , ,' ~ ....... ~,, ~. ~ ...... .. ,,._..~,.. ~.~ ~,.. ..~J/, , , ....... ':' ~ ~ .... ~ ", '-~0 "0' ..... ~- ~,...~ ~. ..... ~ .... .. ~.v/~/~: :.'.~:~:~.' .... "~ ' "'~ .... ~ ....... e--.,..:~.:; ....- -"..:.~::---.-' .,"" ,~.~ . P~tod from TOPO! ~ 1997 W~ Pmdmt~ (~.to~o Note: Mac adacted from TOPO! ~ 1997, Wildflower Productions. FIGU~ 1 - SITE VICINITY ~ZAN & ASSOCIATES, INC. Job name: Proposed M & E Truc~ng Expansion 20714 State Route 305-Suite 3C Location: Jefferson Count, Washington Poulsbo, WA 98370 Job No.: 102-03020 360-598-2126 Client: M & E Trueing Inc. Date: 3/3/03 // 101 FIELD AND ~L~ ~ JUN 27 2003 JEFFERSON COUNT~ DEPT. OF COM~UNI~ DEV'ELOP~4ENI' LABORATORY INVESTIGATIONS Field Investigation. APPENDIX A FIELD AND LABORATORY INVESTIGATIONS Appendix A : ::-~- '"; ......... -P.-a~e AA. JUN 2 7 2003 J oEFF~n~uf~ COUN~ ~ DEP: OF COMMUN ~ D[VEL.OPMENT The field investigation consisted of a surface reconnaissance and a subsurface exploratory program with nine test pits. The test pit locations are shown on the Site Plan, Figure 2. The depths shown on our test pit logs are established from the existing ground surface at the time the test pits were excavated. Soil samples were collected from the test pits and retained for laboratory testing. The soils encountered were continuously examined and visually classified in accordance with the Unified Soil Classification System. All samples were returned to our Poulsbo laboratory for evaluation. Logs of the test pits are presented as Figures A-1 through A-9. Laboratory Investigation . The laboratory investigation was performed to estimate the physical and mechanical properties of the soil underlying the site. Test results were used as criteria for determining the engineering characteristics of the surface and subsurface materials encountered. Insitu moisture content and grain size distribution tests were performed on representative soil samples. These tests, supplemented by visual observation, comprised the basis for our evaluation. The logs of the exploratory borings and labomtory determinations are presented in this Appendix. The results of the in sim moisture content and fines content (the portion of the sample passing a #200 sieve as part of a grain size distribution test) are indicated on the boring log. The results of the grain size distributions are indicated on Figures A-10 through A-18. usOs .~ Gravels, ::o.:~ii Well Graded Gravel-Sand Mixtures, I ifll~ nr INn Fin~ Well Graded Sands, Gravelly Sands, Little or FIn~.~ ~ 'norganlc Silts and Very I~ Fine Sands, Rock, Flour, fiiltv nr ~,l~v~v Fin~ R~nd~ I norganic Clays of High Plasticity, Fat Clays Well Svrnbols Pipes and Screens NONE ;ti None Fine Screen Top Fittings NONE: None Connector Bottom Fittings ; None NONE F~ Connector Packing and Backfill ' None NONE ~ Cement SamDle Symbols Split Spoon Shelby Tube WinLoG Symbol Legend Poody Graded Gravels, ~ Gravel-Sand Mixtures, I iH'IA nr Nn Fin~ Poody Graded Sands, ~ Gravelly Sands, Little or N Ftn~ Inorganic Clays of Low to ~ Medium Plasticity, Gravellyl'.l,rI,l'141 ~.lmv.~ R~nrlv ~.l~v~ Rillv ~ Organic Clays of Medium t(~ High Plasticity, Organic i~ ii.! L].I JUN 27 2003' JEFFERSON COUN~Y Silty Gravels. Grovel-Sand-Silt Mixtures Sil~ Sands, Sand-Slit ~ Clayey Sands. Sand-Clay Mlxturas ~ Mixtures Organic Silts and Organic~ Inorganic Silts, Micaceous or Diatomaceous Sil~ Clays of Low Plastici~ Fine R~nHv nr~iltv Rnil~ ~l~tin Peat, Humus, Swamp and Other Highly Organic Soils I-~ Pipe ~ Double Wailed Pipe ~ Sealed Pipe I--~ Coarse Screen ~ Screen 1 ~ Screen2 ~lOap ~----~ Flush-mount Cap I1~ ^boy.round Cap [~ Reducer ~ PipeBreak ~.Packer ~ Cap ~ Cone ~ Screw~nCap ~ Enlarger ~ PipeBreak ~ Packer Sand .d r.w, Core Undisturbed Appendix A Page A.2 Auger Excavation -~ Grab --~No Recove~ Project: M & E Trucking Pit Expansion LO. g ......... of Tes[Pit~_~ ,~-:~ .. Tp;;~"?;-;~roject.; !;~ .,~- ',~ No: 102-03020 Client: M & E Trucking ~ ~ ~>.~__.:2~; ." -." -: ~;'~ ~gure No.: A-1 Location: Jefferson Count, WA ~ :~ ~,~ ~ ~gged By' D H Depth to Water: Not Encountered ?~ ~ Elbvation:~ 150 SUBSURFACE PROFILE ~ ~.~_2.~..'_.:;L:Y~'~ DATA Water Content (%) ~ -~ Description E EE >, ~ = = o 10 20 30 40 50 Ground Surface 0 ~ !::'.'i~.:';.:;'.' POORLYGRADED SAND WITH GRAVEL (SP) ':':'~;:;:;:'.: Dense, medium grained sand, brown, moist. 15 · End of Test Pit 18- No sloughing of test pit sidewalls. 20= Krazan and Associates ExcaYation Date: 3/7/03 Method: Deawoo 170 Trackho~0?l4 State Highway 305 Iq.l=. Excavator: M 8, E Trucking Suite Poulsbo, Washington 98370 Sheet: 1 of Operator: Project: M & E Trucking Pit Expansion Client: M & E Trucking Location: Jefferson County, WA Depth to Water: Not Encountered Log of Test Pit T.P,.2; ...... ,.P...reiect No: 102-03020 '" "~ :..iFig~re No.: A-2 ~ .... :-~ ~ .. ~ ::E~ged By: D.H, ~,~': JUN ,' ~ '~:~ ' ~Elev~tion: 230 SUBSURFACE PROFILE i 0E ~T. 0f ,?,',~,"' :'L~.i ...... !-/-~ ,.DATA I I °~ Water C°ntent (%) ~ .~ Description · ~,o~ ~ , , , , , ~ .~ ~ '5 10 20 30 40 50 Ground Sudace SILTY SAND WITH GRAVEL (SM) Dense, fine grained sand, light brown, moist. Roots up to 1/2 inch in diameter to 4 feet. Possible fill in road area. S.1 16.2 Grab 9.2 ~ POORLY GRADED SAND WITH SILT (SP-SM) J Dense, fine grained sand, yellowish brown, moist. r:5;~:¥.~. :.:.'~;:;:;~.; ~ .................... ~. ........... ~J SILTYSAND WITH GRAVEL ( ) ' ' ~J~ Dense to ve~ dense, fine grained sand, gray, moist, ~J~J weaklyto moderately cemented, (G~CIAL TILL) S-2 19.0 Grab 5.9 · End of Test Pit Krazan and Associates Method: Deawoo 170 Trackho~.0714 State Highway 305 N,E, Excavator: M & E Trucking Suite 3C Poulsbo, Washington 98370 Operator: Excavation Date: 3/7/03 Sheet: I of I Project: M & E Trucking Pit Expansion Log io.f:'~T~t~Pit~-.TP-'~ iE! ~[t No: 102-03020 Client: M & E Trucking ~i ~"< ~ ~:l{Idrte No.: A-3 Location: Jefferson County, WA ,ti H~ dUN ,_ / Eogged By: D.H. Depth to Water: Slow Seepage at -9 feet. [ g ........... ~:_ E~levatJon: 245 SUBSURFACE PROFILE SAMPLE DATA ~ -~ Description ~..~ ~ ~ ~ ~-~ = EE ~ ~ ~ = c >, o 10 20 30 40 50 I .I Ground Surface ~ POORLY GRADED SAND WITH SILT ~:...~, AND GRAVEL (SP-SM) ~'~;?.~~ Loose, fine grained sand, brown, moist. Contains /r ~...'..~').~,1 Voots and rootlets (TOPSOIL) / OORL Y GRADED SAND WITH GRAVEL (SP) ~ Medium dense, medium grained sand, yellowish S-1 2.2 Grab 4.1 · i t'~'~';]brown, moist. Il Becomes dense at 2 feet. i I ~ I I [~..'...'! Becomes very moist to wet [~i~!i at-8 feet. .. [:~i~;1 Slow water seepage at ~9 feet. ll Minor sloughing at seepage zone. I~!.:.F.] ~ Becomes silty and possible organic ,i I [~;~..'.'"i layer at contact. I~]l~ Dense, fine grained sand, gray, moist. Moderately . I I~1 cemented. (GLACIAL TILL) S-2 40.4 Grab 9.8 Monet sloughing of test pit sidewalls at seepage zone at ~g feet. Kra:,an and Associates Excavation Date: 3/7/03 Method: Deawoo '170 Trackho~07~4 State Highway 305 N.F:. Excavator: M & E Trucking Suite 3C Poulsbo, Washington 98370 Sheet: 1 of Operator: Project: M & E Trucking Pit Expansion Log of..~¢s.~i:..P.i:t TR-,4~~-, i::..~'.,~., "'iPr~'lect. ¢, ~: No: 102-03020 Client; M & E Trucking ;i!_.~; ~'-;!;::' ~:'' '' ' ;: ............. i"..Fii~l~re No,: A-4 Location: Jefferson County, WA i ii!,~('~'~,~, JUN "¢ 7 2{)0~i ~l~oJgged, ....... , By: D.H. "~ ..... iElev~tion: 285 Depth to Water: Not Encountered Description c~ '~ 10 20 30 40 50 Ground Surface SILTY SAND WITH GRAVEL (SM) Medium dense to dense, fine grained sand, light brown, moist. Contains roots up to 1/2 inch in diameter. S-1 18.6 Grab 10.2 II Becomes very dense and gray at 4 feet. (GLACIAL TILL) End of Test Pit Krazan and Associates Method: Deawoo 170 Trackhoe20714 State Highway 305 N.E. Excavator: M & E Trucking Suite 3C Poulsbo, Washington 98370 Operator: Excavation Date: 3/7/03 Sheet: 1 of 1 Project: M & E Trucking Pit Expansion L'O!13 Gf 'E_'(~S~ P,~t~ ~ ~-'~roject No: 102-03020 Location: Jefferson Count, WA ~[~L! ~t._~ ~ 2 / 2003 ~ '~gged By: O.H. ~ ~ E~ ' · 5 ~ ~~ ~ E evatmn. 32 Depth to Water: Not Encountered SUBSURFACE PROFILE SAMPLE DATA ~ Water Content (%) 3 Description E~: .~ ~ '5 10 20 30 40 50 Ground Sudace . ~:~m POORLY GRADED SAND WITH SILT ::'~;~;¥~{ AND G~VEL (SP-SM) ..~.,,-~. Modlum denso, fino ~min~d sand, yollowish brown, O- :.>k.~:..~i Bocomos ~ray to brown . End of Test Pit 6- No sloughing of test pit sidewalls. Krazan and Associates Method: Deawoo 170 Trackhoe20714 State Highway 305 N.E, Excavator: M & E Trucking Suite 3C Pouisbo, Washington 98370 Operator: Excavation Date: 3/7/03 Sheet: I of 1 Project: M & E Trucking Pit Expansion Client: M & E Trucking Location: Jefferson County, WA Depth to Water: Not Encountered pit :-.T~;6~-;:~-i Project No: 102-03020 .............................. ![! !,,~Figure No.: A-6 ' ~levation: 240 SUBSURFACE PROFIL ..... -~' ~ ' AMPLE DATA o~ Water Content (%) Description ~ = c >, '5 10 20 30 40 50 COZ LT. I-- ~ I I i ~ I, Ground Surface POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) Loose, fine grained sand, medium brown, moist. "~;~'~'~T .............. '""~" Medium dense to dense, fine grained sand, light brown to brown, moist. Contains roots to 3 feet. Becomes dense, lightbrown to S'1 21.2 Grab 16.9 · tan, and cross-bedded at 4.5 feet. POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) Dense, fine grained sand, gray, moist. S-2 11.2 Grab 3.9 · End of Test Pit Krazan and Associates Method: Deawoo 170 Trackho~.0714 State Highway 305 N.E. Excavator: M & E Trucking Suite 3C Poulsbo, Washington 98370 Operator: Excavation Date: 3/7/03 Sheet: I of 1 Project: M & E Trucking Pit Expansion ~;-o,[~,T,e~St;~Pi[ TP*~-'~;}~roject No: 102-03020 Client: M l E Tracking * -, * .......... ~ ~igure No.: A-7 Depth to~ator: ~ot ~ncountemd ~ ..... }, ~i~vation: 220 SUBSURFACE PROFILE SAMPLE DATA ~ ~ Water Content (%) ~ ~ Description ~ m = ._ ~ o ~0 20 30 40 50 Ground Su~ace 0 ~'~:::~;:~ Loose, fine orainad sand, brown, moist. , ,,:~.'~'.~J B~mos den~o and ~ray to brown [ng~lCr~t ~*: Sandy sil~sil~ sand layer from 5 to 6 feet. ,:~'~: 9- ~.,-' ..... Becomes more gray in color at 9 feet. 10 :f.';'*,:'~.:;~ :.;:t:::,~ ~ -13 ",','~"~ , -End of Test Pit - ~ g2 ~o slou~hin~ o~ tost pit ~idowalls. 20- Krazan and Associates Method: Deawoo 170 Trackho~0714 State Highway 305 N.E. Excavator: M & E Trucking Suite 3C Operator: Poulsbo, Washington 98370 Excavation Date: 3/7/03 Sheet: I of 1 Project: M & E Trucking Pit Expansion Client: M & E Trucking Location: Jefferson County, WA Depth to Water: Not Encountered SUBSURFACE PROFILE Log:~bf ~S,t Pit '.'TP,,-';~?-'~'' Pi~°Ject No: 102-03020 {~..(if'J!iL"'~'iL '."" :' - "~"F~ure No.: A-8 ~ ~i~ JUN 2 7 2u(_¢~ Logged By: D.H. ~ ~ EleVation: 165 ............. SAMPLE DATA Description Water Content (%) 10 20 30 40 50 POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) Medium dense, fine to medium grained sand, yellowish brown, moist. Becomes dense at 2 feet. Becomes very dense at 5 feet. Becomes gray in color at 7 feet. End of Test Pit No sloughing of test pit sidewalls. Krazan and Associates Method: Deawoo 170 Trackho~0714 State Highway 305 N.E. Excavator: M & E Trucking Suite 3C Poulsbo, Washington 98370 Operator: Excavation Date: 3/7/03 Sheet: 1 of 1 Project: M & E Trucking Pit Expansion L0~gL ~_'r~est~Pit~Tp/-..9~'i Project No: 102-03020 Client: M & E Trucking ~ ~, ~ ,:. :: ........ t!~ i;',.r~gure No.: A-9 Location: Jefferson County, WA · ~ LJ ] ~oggeo By: D.H. JUN 2 7 2003 Depth to Water: Not Encountered [ ~levation:~ 125 ~ ~ Water Content (%) ~ ~ Description : ~ o 10 20 30 40 50 Ground Su~ace . ,.x~,~, POORLY GRADED SAND ~ITH SILT 1~ ;~.q~:~i:AND G~VEL (SP-SM) ~'~;~:~.;;~ Loose to medium dense, fine to medium grained 2- ~.xc~' sand, brown, moist. (BACKFILL IN PREVIOUS PIT) 3 .~ ...... POORLY GRADED SAND WITH GRAVEL (SP) 6 ...,,...-,- Dense, fine to medium groined sand, gray, moist. . ,:~x.{'~: '~'~;.~';:* S-2 Grab 15 - End of Test Pit 16- 17~ No sloughing of test pit sidewalls. 20- Krazan and Associates Method: Deawoo 170 Trackho~0714 State Highway 305 N.E. Excavator: M & E Trucking Suite 3C Operator: Pouisbo, Washington 98370 Excavation Date: 3/7/03 Sheet: 1 of 1 G RAIN SIZE 500 100 10 PERCENT SPEC.* FINER PERCENT lO0.O 94.1 88.7 80.8 75.5 59.6 46.1 34.5 24.9 10.8 5.5 2.8 SIEVE SIZE 1.0 in. 0.75 in. 0.625 in. 0.5 in. 0,375 in. #4 #8 #16 #30 #60 #100 #200 * (no specification provided) PASS? (X=NO) 1 0,1 0.01 0.001 GRAIN SIZE - mm % SAND % ~ % CLAY 56.8 2.8 USCS: POORLY GRADED SAND WITH GRAVEL (SP) PL= LL= Coefficients D85= 14.4 D60= 4.83 D30= 0.858 D15= 0.330 Cu= 20.53- Cc= 0.65 Cla,sificatio.n. USCS= SP AASHTO= Remarks SAMPLE #: P4524 REPORT #: 10093 DATE: 3/10/2003 PI= D50= 2.95 D10= 0,235 Sample No,: P4524 Location: TP-1,S-I KRAZAN & ASSOCIATES, INC. Source of Sample: TEST PITS Date: 3/10/2003 Elev./Depth: [ ;'r;j';~t: "~VI~&-I~ ~I~1~ ~KING PIT EXPANS ION , ,,-, Pro'ect No: 102-03020 FIGURE: A-10 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %SAND I %SILT 1%CLAYI 47.3 ! 6.2 1%COBBLES 1%GRAVEL I0.0 36.5 SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X--NO) 1.0 in. 95.9 0.75 in. 83.5 0.625 in. 82.4 0.5 in. 77.3 0.375 in. 73.6 #4 63.5 #8 55.6 #16 49.9 #30 44.4 #60 32.4 # 100 24.2 #200 16.2 (no s ,ecification provided) Sample No.: P4525 Source of Sample: Location: TP-2, S-I Soil Descriotion USCS: SILTY SAND WITH GRAVEL (SM) Atterberg Limits PL= LL= Coefficients D85= 20.3 D60= 3.63 D30= 0.216 D15= Cu= Cc= Classification USCS= SM AASHTO= SAMPLE #: P4525 REPORT #: 10093 DATE: 3/10/2003 Remarks PI= D50= 1.20 D10= TEST PITS Date: 3110/2003 Elev.IDepth: KRAZAN & ASSOCIATES, INC. Client: M & E TRUCKING & CONSTRUCTION, INC. Project: M & E TRUCKING PIT EXPANSION Project No: 102-03020 FIGURE: A-11 GRAIN SIZE DISTRIBUTION REPORT 5O0 lOO lO I o.1 O.Ol o.ool GRAIN SIZE - mm % GRAVEL [ %SAND L %SILT , %CLAY 31.5 49.5 19.0 % COBBLES 0.0 SIEVE SIZE 1.5 in. 1.0 in. 0.75 in. 0.625 in. 0.5 in. 0.375 in. #4 #8 #16 #30 #60 #100 #200 PERCENT FINER 100.0 94.4 85.5 80.4 77.3 74.4 68.5 64,3 60.5 56.1 42.5 30.7 19.0 SPEC.* PERCENT PASS? (X=NO} (no specification provided) Sample No.: P4525,TP-2,S-2 Location: TP-2,S-2 USCS: SILTY SAND WITH GRAVEL (SM) PL= D85= 18.8 D30= 0.145 USCS= SM SAMPLE #: P4525 REPORT #: 10093 DATE: 3/10/2003 Atterberg Limits LL= Coefficients D60= 1.07 D15= Cc= AASHTO= Remarks PI= D50= 0.371 D10= Source of Sample: TEST PITS Date: 3/10/2003 Elev.IDepth: KRAZAN & ASSOCIATES, INC. IClient: M & E TRUCKING & CONSTRUCTION, INC. IProject: M & E TRUCKING PIT EXPANSION Pro ect No: 102-03020 FIGURE: A-12 GRAIN SIZE DISTRIBUTION REPORT ~ ~0 · . ' I: , 10 i I I . , , 500 ~00 ~0 ~ OA 0.0~ 0.00~ G~IN SIZE - mm SIEVE PERCENT SPEC.* PASS? Soil Description SIZE FINER PERCENT (X=NO) USCS: POO~Y G~DED SAND WITH G~V~ (SP) ].5 i~. ]00.0 l.O in. 96.6 0.75 in. 92.7 0.625 in. 87.0 Afferber~ Limits 0.5 in. 83~5 PL= LL~ PI= 0.375 in. 74:5 fl4 56.4 Coe~cients ~8 42.8 D85= 14.1 D60= 5.61 DS0= 3.48 ~30fl16 23.932'5 D30= 0.961 D15= 0.354 D10= 0.259 ~60 9.5 Cu= 21.66' Cc= 0.63 ill00 4.5 ~200 2.2 Classification USCS= SP ~SHTO= Remarks SAMPLE ~: P4526 REPORT ~: 10093 DATE: 3/] 0/2003 · (no s~cification provided) Sample No.: P4526, TP-3,S-I Source of Sample: TESTPITS Date: 3/10/03 Location: TP-3,S-I Elev. IDepth: Client: M A E TRUCK~G A CONSTRUCTION, ~C. ASSOCIATES, INC. Project: M A E TRUCK~G PIT EXPANSION K~N & Project No: 102-03020 FIGURE: A-13 GRAIN SIZE DISTRIBUTION REPORT 500 % COBBLES 0.0 lOO lO 1 GRAIN SIZE- mm % G~VEL--~~ % SAND iO~ [ 49.0 SIEVE SIZE 2.0 in. 1.0 in. 0.75 in. 0.625 in. 0.5 in. 0.375 in. #4 #8 #16 #30 #60 #100 #200 PERCENT SPEC,* PASS? FINER PERCENT (X=NO) 100.0 100.0 100.0 97.8 93.4 93.0 89.4 85.7 82.4 77.9 63.8 52.4 40.4 ' (no specification provided) Sample No.: P4526 Location: TP-3,S-2 Source of Sample: KRAZAN & ASSOCIATES, INC. 0.1 0.01 40.4 I USCS: SILTY SAND (SM) PL= LL= Coefficients. D85= 2.04 D60= 0.211 D30= D15= CU= Cc= Classification USCS= SM AASHTO= ~emarks SAMPLE #: P4526 REPORT #: 10093 DATE: 3/10/2003 PI= D50= 0.133 DIO= Date: 3/10/2003 TEST PITS Elev,/Depth: Pro'ect No: 102-03020 FIGURE: A-14 GRAIN SIZE DISTRIBUTION REPORT 500 100 10 1 0.1 0.01 0.001 GRAIN SIZE - mm %COBBLES 1%GRAVEL I0.0 29.6 SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) 1.O in. 100.0 0.75 in. 91.6 0.625 in. 87.8 0.5 in. 84.5 0.375 in. 80.~ t/4 70,4-- #8 61.7 #16 55.5 #30 50.0 #60 36.3 #100 26.9 #200 18.6 w (no specification provided) Sample No.: P4527 Location: TP-4,S-1 Source of Sample: % SAND ] % SILT I % CLAY 51.8 I 18.6 Soil Description USCS: SILTY SAND WITH GRAVEL (SM) Atterberg Limits PL= LL= Coefficients D85TM13.2 D60= 2.00 D30= 0.180 D15= Cu= Cc= Classification USCS= SM AASHTO= SAMPLE #: P4527 REPORT #: 10093 DATE: 3/10/2003 Remarks TEST PITS Date: Elev. IDepth: PI= D50= 0.600 D10= 3/10/2003 KRAZAN & ASSOCIATES, INC. Client: M & E TRUCKING & CONSTRUCTION, INC. Project: M & E TRUCKING PIT EXPANSION Project No: 102-03020 FIGURE: A-15 GRAIN SIZE DISTRIBUTION REPOR~ ..... ~ ............. $00 ~00 ~0 ~ 0.~ G~I~ SIZE - mm [ %COBBLES 0,0 % G~VEL 0.0 [ %SAND 78.8 SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) USCS: S~LTY SAND (SM) 0.375 in. t 00,0 fi4 : 100.0 ~8 99.9 ~16 99.9 ~30 99.8 ~Lg LL= ?l~ ' ~60 88.2 ~80 63.4 ~200 21.2 ~D30= 0.123D CU= Cc= USCS= SM ~SHTO= ~emarks SAM~ ~: , REPORT fi: 10093 ~ ~ DATE: 3/10/2003 * (no specification provided) Sample No.: P4528 8oure~ of Sample: TESTPITS Dato: 3/10/2003 Location: TP-6, S-! ~l~v.IDopth: Gl]~nt: M & E TRUCK~G & CONSTRUCTION, ~C. GRAIN SIZE DISTRIBUTION REPORT 500 100 10 1%COBBLES 1%GRAVEL I0,0 35.3 SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X--NO) 2.0 in. 100.0 l.O in. lO0.O 0.75 in. 94.9 0.625 in. 92.1 0.5 in. 86.4 0i375 in. 79.1 #4 64.7 #8 57.0 #I6 50.8 #30 44.3 #50 29.9 #100 19.9 #200 11.2 (no specification provided) Sample No.: P4528, TP-6,S-2 Location: TP-6,S-2 ! I 0.1 0.01 GRAIN SIZE - mm % SAND I % SILT 53.5 I 11.2 0.001 Soil Descrir~tion USCS: POORLY GRADED SAND WITH SILT AND GRAVEL (SP-SM) Atterberq Limits PL=- LL= PI= Coefficients D85= 12.1 D60= 3.25 D50= 1.06 D30= 0.302 D15= 0.101 D10= Cu= - Cc= Classification USCS= SP-SM AASHTO= SAMPLE #: P4528 · REPORT #: 10093 DATE: 3/10/2003 Remarks Source of Sample: TEST PITS Date: 3/10/2003 Elev. IDepth: I Client: M & E TRUCKING & CONSTRUCTION, INC. KRAZAN & ASSOCIATES, INC. Project: M & E TRUCKING PIT EXPANSION Project No: 102-03020 FIGURE: A:17 GRAIN SIZE DISTRIBUTION REPORT i ; 500 100 10 1 0.1 GRAIN SIZE - mm 0.01 % COBBLES I % GRAVEL 0.0 I 44.9 % SAND % SILT % CLAY 54.1 0.8 0.2 SIEVE PERCENT SPEC.* PASS? SIZE FINER PERCENT (X=NO) i .5 in, 100.0 1.0 in. 88.8 0.75 in. 81.6 0.5 in. 76.4 0.375 in. 73~9 0.25 in. 67.9 #4 64.7 #10 55.1 #18 47,3 #35 36.2 #60 18.5 #I00 8.0 #140 3.9 #200 1.8 (no s ~ecification provided) Sample No.: P4529 Source of Sample: Location: TP-9,S-1 KRAZAN & ASSOCIATES, INC. II USDA: VERY GRAVELLY SAND PL= LL= Coefficients D85= 22.0 D60= 3,08 D30= 0.387 D15= 0.216 Cu= 18.22 ' Cc= 0.29 Classification USCS= AASHTO= Remarks, SAMPLE #: P4529 REPORT #: 10093 DATE: 3/10/2003 PI= D50= 1.26 D10= 0.169 TEST PITS Date: Elev,IDepth: Client: M & E TRUCKING & CONSTRUCTION, 1NC. Project: M & E TRUCKING PIT EXPANSION Project No: 102-03020 FIGURE: 3/10/2003 A-18 & ASSOCIATES GEOTECHNICAL ENGINEERING * ENVIRONMENTAL ENGINEERING CON~TRUCTION TESTING & INSPECTION USDA SOIL CLASSIFICATION CLIENT: M & E TRUCKING DATE: 3/10/03 PROJECT NO.: 102-03020 REPORT NO.: 10093 SAMPLE ID: P4529 TECHNICIAN: JLM LOCATION: TP-9; S-1 / 10C 9(-- 8( 3( 0.4 %- GRAVEL: 44.9 % SAND ' 54.1% SILT' 0.8 % CLAY' 0.2 % percent sand REPROPORTIONED 98.2 % 1.5 % 0.4 % CLASSIFICATION ' "Very Gravelly" Sand With Ten Offices Serving The Western United States Figure A-18b 383 NW Equestrian Drive · Poulsbo, WA. 98370 · (360) 598-2126 · Fax: (360) 598-2127