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20250924_PLN1400_Drainage Report
GEOTECHNICAL ENGINEERING REPORT MEDALLION INN — INFILTRATION FEASIBILITY EVALUATION 16710 SMOKEY POINT BLVD ARLINGTON, WASHINGTON ZGA Project No. 2889.01 May 20, 2025 Prepared for: Medallion Inn and Suites r ! y ,Zm� g e �.. . G 1 • � � � � � AA �,E � ' Mr Prepared by: Zipper6eo 19019 36th Avenue W., Suite E Lynnwood, WA 98036 Zipp Geo Geoprofessional Consultants ZGA Project No. 2889.01 May 20, 2025 Medallion Inn and Suites 16710 Smokey Point BLVD Arlington, Washington 98223 Attention: Chae Kim Subject: Medallion Inn—Infiltration Feasibility Evaluation 16710 Smokey Point BLVD Arlington, Washington 98223 Chae Kim: In accordance with your request and written authorization,Zipper Geo Associates, LLC(ZGA) has completed our infiltration evaluation report for the Medallion Inn and Suites. This report presents the findings of the subsurface evaluation and geotechnical recommendations regarding stormwater infiltration forthe project. Our services were completed in general accordance with the scope of services described in our proposal dated December 13, 2024. Written authorization to proceed was provided by you on January 20, 2025. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further assistance, please contact us. Sincerely, Zipper Geo Associates, LLC a8 9r0 A. 0 oR w sq l, / e o �"Sed GOo�o ADO �f383st MARTIN R CROSS crs�� f`rs�ONAL l� Martin R. Cross, LG Robert A. Ross, PE Project Geologist Principal Signed:5/20/2025 Signed:5/20/2025 19019 36t"Avenue West, Suite E Lynnwood, WA 98036 (425) 582-9928 TABLE OF CONTENTS Page 1.0 INTRODUCTION .....................................................................................................................1 1.1 Site Description........................................................................................................................ 1 1.2 Project Understanding............................................................................................................. 1 2.0 SUBSURFACE CONDITIONS.....................................................................................................1 2.1 General .................................................................................................................................... 1 2.2 Published Geologic Mapping................................................................................................... 1 2.3 Soil Conditions.........................................................................................................................2 2.4 Groundwater Conditions.........................................................................................................3 2.5 Summary of Laboratory Testing ..............................................................................................3 3.0 CONCLUSIONS AND RECOMMENDATIONS..............................................................................4 3.1 General ....................................................................................................................................4 3.2 Stormwater Infiltration............................................................................................................4 3.2.1Site Suitability Criteria .............................................................................................................6 4.0 CLOSURE................................................................................................................................6 List of Tables Table 1: Groundwater Data Table 2: Summary of Laboratory Testing Table 3: Infiltration Rate Summary FIGURES Figure 1—Site and Exploration Plan APPENDICES Appendix A—Subsurface Exploration Procedures and Logs Appendix B— Laboratory Testing Procedures and Results MEDALLION INN — STORMWATER INFILTRATION EVALUATION 16710 SMOKEY POINT BLVD ARLINGTON, WASHINGTON Project No. 2889.01 May 20, 2025 1.0 INTRODUCTION This report summarizes the surface and subsurface conditions encountered at the site and our geotechnical engineering recommendations regarding stormwater infiltration for the Medallion Inn and Suites project (the Project). Our scope of services included a review of readily available geologic data, a site reconnaissance, subsurface evaluation, laboratory testing, geotechnical engineering analysis, and preparation of this report.The project description, site conditions, and our geotechnical conclusions and recommendations are presented in the text of this report. Supporting data including detailed exploration logs and field exploration procedures, the results of laboratory testing, and other analyses results are presented as appendices. 1.1 Site Description The project site consists of an approximately 5-acre rectangular-shaped parcel located at 16710 Smokey Point BLVD in Arlington, Washington. The site is bordered to the north, east, and south by commercial properties, and to the west by Interstate 5. The property is currently occupied by the Medallion Inn and Suites. The ground surface is relatively flat, with minimal change in elevation between 122 and 124 feet, according to the survey provided to us at the time of this report. The majority of the lot is surfaced with asphalt pavement parking and driveways,with planters located in between the rows of parking stalls.The Medallion Inn and Suites is located on the north-central side of the lot. 1.2 Project Understanding We understand the proposed project consists of subdividing the parcel currently occupied by the Medallion Inn and Suites, in Arlington Washington (Snohomish County Parcel No. 31052900101700) into three separate parcels. Based on our conversations with the project civil engineer, we understand that after installation of new improvements as part of the parcel subdivision, the lots will likely require new stormwater management facilities. 2.0 SUBSURFACE CONDITIONS 2.1 General In order to characterize subsurface soil and groundwater conditions at the project site, we reviewed readily available published geologic mapping and completed three (3) geotechnical borings at the locations shown on the attached Figure 1, Site and Exploration Plan. The following sections describe our understanding of subsurface soil and groundwater conditions based on the mapping and our borings. 2.2 Published Geologic Mapping The Geologic Map of the Arlington West 7.5 Minute Quadrangle, Snohomish County, Washington (US Geological Survey, Miscellaneous Field Studies Map MF-1740, 1985) describes the site as underlain by the Page 1 Medallion Inn—Stormwater Infiltration Evaluation ZipperGeo ZGA Project No. 2889.01 May 20, 2025 Geoprofessional Consultants Marysville Sand Member (Qvrm). The Marysville Sand Member deposit consists of stratified to massive outwash sand,some fine gravel,and areas of silt and clay, deposited by meltwater flowing south from the stagnating and receding Vashon glacier. The Marysville Sand Member is normally consolidated and generally medium dense in nature. 2.3 Soil Conditions In addition to reviewing geologic mapping,we completed three (3) geotechnical boings (B-1 through B-3) at the site in early February 2025. The borings were completed to depths of about 16.5 feet below the existing ground surface (bgs). Approximate exploration locations are presented on the attached Figure 1, the Site and Exploration Plan. To further characterize site groundwater conditions, groundwater monitoring wells were installed in borings B-1 and B-3. Soils encountered in the borings were visually described during recovery in general accordance with the Explanation of Exploration Logs provided in Appendix A. Detailed descriptive logs of the subsurface explorations and the procedures utilized in the subsurface exploration program are also presented in Appendix A. For purposes of describing soil conditions observed in the borings and for reference in other sections of this report, soils with similar engineering characteristics were grouped together into Engineering Stratigraphic Units or ESUs. The following paragraphs provide our interpretation of ESUs encountered in the borings. ESUs are ordered in a top-down stratigraphic sequence as encountered in the explorations. Shallow surficial conditions encountered in our borings such as asphalt,concrete,and gravel surfacing are not described as ESUs below, and the reader is referred to the boring logs attached in Appendix A for information regarding shallow surficial conditions. ESU 1— Fill: Soils interpreted to be fill were encountered in each boring extending down to about 1.5 to 3 feet below the existing ground surface(bgs). ESU 1 soils(fill)observed in our borings generally consisted of a combination of loose to medium dense sand with varying gravel and silt content and relatively thin layers of crushed rock. A thin layer, approximately 3 inches in thickness, of relic topsoil was encountered below the fill material in B-3 at about 3 feet bgs. Please note that the nature of fill is such that its composition and thickness can vary over relatively short distances. ESU 2 — Marysville Sand Member (Qvrm): Soils interpreted to be the Marysville Sand Member were encountered below the fill and relic topsoil (B-3 only)extending to the termination of each boring at about 16.5 feet bgs. ESU 2 soils encountered in our borings generally consisted of medium dense to dense, sand with varying gravel and silt content. In general, soils encountered in B-1 had an increased gravel content, ranging from gravelly sand to gravel with sand. Page 2 Medallion Inn-Stormwater Infiltration Evaluation ZipperGeo ZGA Project No. 2889.01 May 20, 2025 Geoprofessional Consultants 2.4 Groundwater Conditions Groundwater was observed in all three borings at depths ranging from 5.8 to 6.4 bgs approximately 2 to 3 hours after well installation. Additional groundwater elevation measurements were taken after drill, between March 13,2025 and May 14,2025. A summary of groundwater data collected to date is provided in the table below. Table 1: Groundwater Data Boring Approx. Surface Date of Groundwater Approx. Depth to Approx. Groundwater Number Elevation (ft) Measurement Groundwater (ft) Elevation (ft) 2/10/2025 (ATD) 6.8 115.7 2/10/2025 (Post 6.4 116.1 Drilling) B-1 122.5 3/13/2025 5 117.5 4/24/2025 6.5 115 5/14/2025 6.4 116.1 B-2 122 2/10/2025 (ATD) 6.5 115.5 2/10/2025 (ATD) 6.5 115.5 2/10/2025 (Post 5.8 116.2 B-3 122 Drilling) 3/13/2025 4.3 117.7 4/24/2025 6 116 5/14/2025 6.1 115.9 Ground surface elevations at the exploration locations were obtained from the site survey provided to us at the time of this report. Groundwater levels, flow rates and soil moisture conditions should be expected to vary throughout the year. Fluctuations of the groundwater levels will likely occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the explorations were performed. Therefore, groundwater levels during construction or at other times in the life of the development should be expected to vary. Groundwater elevations may be higher during winter and spring months. 2.5 Summary of Laboratory Testing Laboratory tests including moisture content, grain size analyses, cation exchange capacity, and organic content were completed on select soil samples obtained from our borings. Table 2 below provides a summary of grain size analysis and moisture content laboratory testing results for ESU 2 Marysville Sand Member stormwater receptor soils.Organic content testing performed on samples from between 2.5 and 4 feet indicated organic content ranged from 0.8 to 2.1 percent. Cation Exchange Content (CEC) testing performed on samples from between 2.5 and 4 feet indicated CEC ranging from 4.01 to 4.46 meq/100g. Individual moisture contents are shown on the boring logs in Appendix A. Individual grain size analysis test, cation exchange capacity, and organic content results are provided in Appendix B. Page 3 Medallion Inn—Stormwater Infiltration Evaluation ZipperGeo ZGA Project No. 2889.01 May 20, 2025 Geoprofessional Consultants Table 2: Summary of Laboratory Testing Engineering In Situ Moisture Average In Situ Percent Passing Average Percent Stratigraphic Content Range Moisture Content No. 200 Sieve Passing No. 200 Unit (%of dry weight) (%of dry weight) Range (fines) Sieve (fines) ESU 2 8—23 18 8-43 18 3.0 CONCLUSIONS AND RECOMMENDATIONS 3.1 General According to the City of Arlington Municipal Code, the City has adopted the 2024 Western Washington Department of Ecology Stormwater Management Manual for Western Washington (Manual). As described in Volume 5.4 of the Manual, for soils unconsolidated by glacial advance (such as those encountered in our borings), stormwater design infiltration rates may be determined via the grain size analysis method.The results of our infiltration evaluation are presented below. 3.2 Stormwater Infiltration Soil conditions encountered on site consist of normally consolidated material (non-glacially compacted) therefore the stormwater design infiltration rate was determined via the grain size method, described in the Manual.The Initial soil saturated hydraulic conductivity was determined by the following formula: Log10 (Ksat,initial) _-1.57+ 1.9D10+0.015D60—0.01313190-2.08fflnes where: Ksat,initial= initial saturated hydraulic conductivity in centimeters/second prior to the application of correction factors Dio=grain size diameter(mm)for which 10 percent of the sample by weight is finer D60=grain size diameter(mm)for which 60 percent of the sample by weight is finer D90=grain size diameter(mm)for which 90 percent of the sample by weight is finer ffines=fraction of the sample by weight that passes the US No. 200 sieve. Grain size distribution curves for the samples are presented in Appendix B. In accordance with Volume V-5.4 of the Manual, the initial estimated hydraulic conductivity determined by the equation above is used to calculate the unfactored hydraulic conductivity based on whether the initial conductivity is greater than or less than 0.01 cm/sec. The saturated hydraulic conductivity for coarse-grained soils equation is used when the initial rate is greater than 0.01 cm/sec,while the saturated Page 4 Medallion Inn-Stormwater Infiltration Evaluation ZipperGeo ZGA Project No. 2889.01 May 20, 2025 Geoprofessional Consultants hydraulic conductivity for fine-grained soils equation is used when the initial rate is less than 0.01 cm/sec, detailed below: Saturated Hydraulic Conductivity for Coarse-Grained Soils: Log10 (Ksat,unfactored) = -1.32+ 1.225D10-0.376ffines Saturated Hydraulic Conductivity for Fine-Grained Soils: Log10 (Ksat,unfactored) = -2.89+7.57D10-0.527D60+0.030D90+0.142ffines The unfactored hydraulic conductivity values and recommended factored design infiltration rates for representative soils tested calculated in accordance with the appropriate Course-Grained and Fines- Grained Soil equations presented above are listed in the following table.ZGA will provide a recommended design infiltration rate or rates for the project once the location(s) and depth(s) of the infiltration facility have been defined. Table 3: Infiltration Rate Summary Sample Unfactored Factored Design Exploration/Sample Depth Soil Type Infiltration Infiltration Rate (ft) Rate (in/hour) (in/hr)1 ESU2:gravelly SAND, B-1/S-1 2.5 some silt 82.54 29.73 ESU2: gravelly SAND, B-1/S-3 7.5 some silt 25.56 7.32 ESU2: silty SAND, with B-2/S-1 2.5 gravel 2.46 0.72 ESU2: SAND,with silt, B-2/S-2 5 trace gravel 69.24 19.92 ESU1: SAND,with silt, B-3/S-1 2.5 some gravel 61.24 17.62 ESU2: SAND, some silt, B-3/S-2 5 trace gravel 74.14 21.42 1. Includes Manual Correction Factors: CFv=0.8, CFt=0.4 or 0.5, CFm =0.9, and CFb= 1.0. 2. Manual correction factor CFt=0.4 3. Manual correction factor CFt=0.5 4. Unfactored Infiltration rate calculated using the coarse-grained equation. 5. Unfactored Infiltration rate calculated using the fine-grained equation. Page 5 Medallion Inn—Stormwater Infiltration Evaluation ZipperGeo ZGA Project No. 2889.01 May 20, 2025 Geoprofessional Consultants The Manual requires applying correction factors to the initial unfactored saturated hydraulic conductivity rates. Table V-5.4: Correction Factors for In-Situ Ksat Measurements to Estimate Long-Term Design Infiltration Rate of Subgrade Soils calls for a 40 to 75 percent reduction of the baseline rate when using the grain size method (CFt) based on the percent of material passing the U.S. No. 200 sieve. Table V-5.4 also requires applying correction factors for site variability(CFI) between 0.33 and 1 which we assigned a value of 0.8, and a 0.9 reduction factor applied to the baseline rate for long-term conductivity loss for systems other than bioretention and permeable pavement (CFm). At the time of this report, we understand that permeable pavement will not be used, therefore a quality of pavement aggregate base material (CFb) correction factor of 1.0 was applied. 3.2.1 Site Suitability Criteria Volume V-5.6 of the Manual includes nine site suitability criteria to be considered during design of infiltration systems. Our conclusions regarding selected topics related to geotechnical aspects of the project are presented below. SSC-5 Depth to Bedrock, Water Table, or Impermeable Layer: The Manual states that the base of infiltration ponds or infiltration trenches shall be greater than or equal to 5 feet above the seasonal high- water mark, bedrock (or hardpan), or other low permeability layer. A separation down to 3 feet may be considered if the groundwater mounding analysis, volumetric holding capacity, and the design of the overflow and/or bypass structures are judged by the licensed professional to be adequate to prevent overtopping and to meet the other SSC specified in Section V-5.6 of the Manual. Bedrock or other low permeability layers were not encountered in our borings advanced up to 16.5 feet below grade. Based on the results of our wet season groundwater monitoring through the end of the 2024/2025 wet season,we recommend a seasonal high groundwater elevation of 117.5 feet on the eastern side of the site and 117.7 feet on the western side of the site. SSC-6 Soil Physical and Chemical Suitability for Treatment: The Manual states that for infiltration BMPs that intend to use native soil to provide runoff treatment must meet or exceed a cation exchange capacity (CEC) of>_ 5 mill iequivalents CEC/100 g dry soil and 1 percent organic content. CEC and organic content testing were performed on select samples from each boring location between 2-%2 to 4 feet, with CEC results ranging from 4.01 to 4.46 meq/100g and organic content ranging from 0.8 to 2.1. Individual CEC and organic content results are provided in Appendix B. 4.0 CLOSURE The analysis and recommendations presented in this report are based, in part, on the explorations completed for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information for our environmental scope and to formulate our geotechnical recommendations. Project plans were in the preliminary stage at the time this report was prepared. We therefore recommend that ZGA be provided an opportunity to review the final plans and specifications when they become available in order to assess that the recommendations Page 6 Medallion Inn—Stormwater Infiltration Evaluation ZipperGeo ZGA Project No. 2889.01 May 20, 2025 Geoprofessional Consultants and design considerations presented in this report have been properly interpreted and implemented into the project design. This report has been prepared for the exclusive use of the Medallion Inn and Suites and their agents, for specific application to the project discussed and has been prepared in accordance with generally accepted geotechnical engineering practices. No warranties, either express or implied, are intended or made. Site safety and excavation support are the responsibility of others. In the event that changes in the nature, design, or location of the project as outlined in this report are planned, the conclusions and recommendations contained in this report shall not be considered valid unless Zipper Geo Associates, LLC reviews the changes and either verifies or modifies the conclusions of this report in writing. Page 7 w w CEL LINGT N L TELE ISE x2 Z Z LN 2 12 2, XMFR J J CH IN LINK FENCE S H LT F 2 1 2 I 225 2 S H LT S H LT C NC.CU (TY ) _ N) F C) � t7 co e® C NC.CU (TY ) 4 I —12'— *� ' � 1� —�r1' C .27 KEYST NEW LLY' — -- r ————°— —' W ------------ L 2,c NC VLr S ` _ I N 2�x D o ° 2 --- ~1 ST Y G EVES(TY .) --,_ EVES(TY J C NC. T \1T 0 `_ NEX 1ST Y M NH LE GM �XFM ' FFE: 2 ,27 FFE:12 x LL (TY .) FH m TAN. 31052900101700 C MME CI L L 1 71 M x3—� O © Z NC o�a 4 LOT AREAS: ST Y\ VE LL F T INT: y(H TEL) +226,116 SQFT 1,7 S FT F Y L)f5.19 ACRES FFEA2 .3 ( FICE) LC NY TY FFE:12 .3 U r.—._ 5. 11 .) I I I li iA r`FFE:12 .37 C NC. 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WTI(SY •1 ' EC 1 1 21 55 1 1 21 55 S H LT \ S 51'2 °� WEST EN F 3 'SEWE ESMT EC 1 1 21 S H LT I NATIONAL R5AIS H LT L T 2, 5 - 1 -5 , S H LT F 2 5 3 G SLI E G TE —.—__ —" ' T M 1: FH _ CCESS,UTILITY ESM'T LS C NT M INTEN NCE ELEV.=123.2 W W G EEMENT EC 7 17 1 Z Z ncIER_WEeGE L T 1 , 5 N LEGEND 50 B-1 BORING NUMBER AND APPROXIMATE LOCATION MEDALLION INN AND SUITES 16710 SMOKEY POINT BLVD ARLINGTON,WASHINGTON SITE AND EXPLORATION PLAN 60 0 30 60 SCALE IN FEET Date:May 2025 Job No. 2889.01 Zipper Geo Associates,LLC FIGURE 19019 36th Ave.W.,Suite E REFERENCE: SITE&UTILITY DETAIL, TOPOGRAPHIC SURVEY, SHEET 3, MARCH 8, 2024 Lynnwood,WA SHT.1 oft APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS APPENDIX A SUBSURFACE EXPLORATION PROCEDURES AND LOGS Subsurface Exploration Description Our field exploration program for this project included completing a visual reconnaissance of the site and advancing three borings(13-1 through 13-3).The approximate exploration locations are presented on Figure 1, the Site and Exploration Plan. Exploration locations were determined in the field using steel and fiberglass tapes by measuring distances from existing site features. The ground surface elevation at the exploration location was interpolated from elevation contours shown on the Topographic Survey prepared by CMJ66 Corp, dated March 8, 2024. As such,the exploration locations and elevations should be considered accurate to the degree implied by the measurement methods. The following sections describe our procedures associated with the explorations. Descriptive logs of the explorations are enclosed in this appendix. Boring Procedures The borings were advanced using a track-mounted drill rig operated by an independent drilling company (Geologic Drill) working under subcontract to ZGA. The borings were advanced using hollow stem auger drilling methods. A ZGA geologist continuously observed the borings, logged the subsurface conditions encountered, and obtained representative soil samples. All samples were stored in moisture-tight containers and transported to our laboratory for further evaluation and testing. Samples were generally obtained by means of the Standard Penetration Test at 2.5-foot intervals throughout the drilling operation. The Standard Penetration Test (ASTM D 1586) procedure consists of driving a standard 2-inch outside diameter steel split spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches. The number of blows required to drive the sampler through each 6-inch interval is recorded, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "blow count" (N value). If a total of 50 blows is struck within any 6-inch interval, the driving is stopped, and the blow count is recorded as 50 blows for the actual penetration distance. The resulting Standard Penetration Resistance values indicate the relative density of granular soils and the relative consistency of cohesive soils. The enclosed boring logs describe the vertical sequence of soils and materials encountered in the boring, based primarily upon our field classifications. Where a soil contact was observed to be gradational, our logs indicate the average contact depth. Where a soil type changed between sample intervals,we inferred the contact depth. Our logs also graphically indicate the blow count, sample type, sample number, and approximate depth of each soil sample obtained from the boring. If groundwater was encountered in a borehole,the approximate groundwater depth and date of observation are depicted on the log. EXPLANATION OF EXPLORATION LOGS SOIL DESCRIPTION: Soil descriptions presented on the borings logs are based on visual observations. Soil descriptions include density (coarse- grained soils) or consistency (fine-grained soils), moisture, color, major soil type, and grain size modifiers and should not be interpreted to suggest laboratory or field testing unless indicated on the logs. Soil descriptions include the following: Density/consistency, moisture, color,grain size modifier (adjective implying 31-49 percent), major soil type (CAPITALIZED implying 50+ percent), minor grain size modifier(some implying 6-12 percent, with implying 13-30 percent, and trace implying 0-5 percent), descriptive modifiers (i.e. roots, fill debris, cemented, etc.), and interpreted general geologic description. Descriptions may also include comments describing geologic properties such as dilatancy,toughness,structure,plasticity,and angularity of coarse-grained particles. Additional information regarding geologic properties is presented in the report text as applicable. DENSITY/CONSISTENCY: Soil density/consistency in borings is related to the blow count number in blows per foot using the sampling method indicated on the logs.Soil density/consistency in test pits is related to a"Field Test"as described below. Soil consistency in test pits or borings may be augmented by field Torvane or Pocket Penetrometer testing. Coarse-Grained Soils Density SPT Field Test Descriptor #blows/ft Very Loose 0-4 Easily penetrated with'/z-inch steel rod pushed by hand. Loose 5—10 Difficult to penetrate with'/2-inch steel rod pushed by hand. ..................................................................................................................:.......................................................................................................................................................................................................................................................................................................... Medium 11 —30 Easily penetrated a foot with'/,inch steel rod driven with 5-lb hammer. Dense Dense 31 —50 Difficult to penetrate a foot with''/,inch steel rod driven with 5-lb hammer. Very Dense >50 Penetrated only a few inches with''/2-inch steel rod driven with 5-lb hammer. Fine-Grained Soils Torvane Pocket Penetrometer Consistency SPT Undrained Unconfined Field Test Descriptor (#blows/ft) shear Compressive strength(tsf) Strength (tsf) Very Soft 0-2 <0.125 <0.25 Easily penetrates several inches by thumb. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Soft 3-4 0.125—0.25 0.25—0.5 Easily penetrates one inch by thumb. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Medium Stiff 5-8 0.25—0.5 1 0.5—1.0 Penetrated over inch by thumb with moderate effort. ......................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................................... Stiff 9—15 0.5—1.0 1.0—2.0 Indented by thumb but penetrated only with great effort. ....................................................................:.......................................................,................................................................:.........................................................................:..................................................................................................................................................................................................................................................................................................... Very Stiff 16—30 1.0—2.0 2.0—4.0 Readily indented by thumbnail. ........................................................................................................................................................................................................................................................................................................................ .... .. ....................................................................................................................................................... ................................................................................... Hard >30 >2.0 >4.0 Indented by thumbnail with difficult effort. MOISTURE Descriptor Field Test Dry Absence of moisture,dusty,dry to the touch. ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Damp : Too low to achieve compaction ..................................................................................................................................................................................................................................................e.................................................................................................................................................................................................................................................. Moist Appears near optimum moisture content for compaction ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Wet Too wet to achieve compaction ..................................................................................................................................................................................................................................................:.................................................................................................................................................................................................................................................. Saturated Below the groundwater table,visible free moisture. MAJOR SOIL TYPE: Coarse-grained soils with over 50%of the material retained on the U.S.No.200 sieve. Coarse-grained soils include boulders, cobbles,gravels and sands. Fine-grained soils with over 50%of the material passing the U.S.No.200 sieve. Fine-grained soils include silts and clays. GRAIN SIZE Descriptor Sieve Size Grain Size Boulder >12" >12" ...............................................................................................................................................................[.....................................................................................................................................................................€............................................................................................................................................................... Cobble 3—12" 3—12" ...............................................................................................................................................................[.....................................................................................................................................................................€............................................................................................................................................................... Gravel 3"—#4 3"—0.19" ...............................................................................................................................................................:.....................................................................................................................................................................:............................................................................................................................................................... Sand >#4—#200 <0.19"—>0.0029" ..............................................................................................................................................................:....................................................................................................................................................................:...............................................................<........................................................................................... Silt/Clay Passing#200 0.0029" GRAIN SIZE MODIFIERS Descriptor Approximate Percentage Trace 0-5 ............................................................................................................................................................._..................................................................................................................................................................... Some 6—12 ...............................................................................................................................................................:.................................................................................................................................................................... With 13—30 ,sandy,gravelly).............................................................................3.1..._..50................................................................... Adjective(silty,clayey BORING LOG: B-1 �-� Logged By: MRC Project Address: 16710 Smokey Point Location: See Figure 1 Blvd,Arlington, WA Elevation: 122.5 ft Drilling Company: Geologic Drill Partners Borehole Diameter: 6-Inch Drill Date: 2025-02-20 Drill Rig: Mini Track Rig Hammer Type: Cathead Reviewer: MRC Drilling Method: Auger(Hollow-Stem) v — Standard Penetration Test _ a E ♦ NValue z o 10 20 30 40 50 a Lithologic Description E a�� • %Fines E v r) No a o 10 20 30 40 50 z � T O %Moisture ,EL„ 10 20 30 40 50 Ground Surface EL122.5ft JP 0 Upper 1.5 feet advanced using a posthole digger. 1 4-inches topsoil,over loose, moist, brown, SAND, over crushed rock(Fill) (ESU 1) 1 ft; • o ------------------------------------- -- -- 2 EL121.Sft Q• Medium dense, moist, brown, gravelly SAND, some ° S-1 0 03 ♦15 15 3 silt(Marysville Sand Member) (ESU 2) a. GSA o 4 5 Medium dense, moist, brown, GRAVEL,some S-2 0 112 12 sand, low recovery —= 6 SZ 7 a Medium dense,saturated, gray-brown,gravelly o: S-3 0 :':_= b15 A zs 29 GSA 8 SAND,some silt . C, 9 N - M m 10 Grades to dense, saturated, gray,gravelly SAND, �o' ° S-4 0 -- 22 ' 37 some to trace silt m 12 0' N m 13 a. a m 14 0 N d. Q. y 15 Grades to medium dense, saturated, SAND,some S-5 Q $ 29 29 E n16 gravel. Heave encountered at 15 feet 16.5 ft nZ EL 106 ft 75 17 Boring completed at about 16.5 feet bgs. Groundwater encountered at about 6.8 feet ATD s 18 and at 6.4 feet post drilling.Well Tag#BNZ-067. U) m U U 19 N O 20 PROJECT TITLE: PROJECT NO.: ZipperGeo Medallion Inn and Suites 2889.01 N Geo rofessional Consultants P CLIENT: SHEET: 0 19019 36th Ave.W,Suite E Medallion Inn and Suites 1 of 1 Lynnwood,WA 98036 BORING LOG: B-2 -� Logged By: MRC Project Address: 16710 Smokey Point Location: See Figure 1 Blvd,Arlington, WA Elevation: 122 ft Drilling Company: Geologic Drill Partners Borehole Diameter: 6-Inch Drill Date: 2025-02-20 Drill Rig: Mini Track Rig Hammer Type: Cathead Reviewer: MRC Drilling Method: Auger(Hollow-Stem) v — Standard Penetration Test a E ♦ NValue z o 10 20 30 40 50 a Lithologic Description E a�� • %Fines E v r) No a o 10 20 30 40 50 Z O %Moisture� T ~,�„ 10 20 30 40 50 Ground Surface EL 122 ft 0 Upper 1.5 feet advanced using a posthole digger. 1 5-inches topsoil,over 8-inches crushed rock, over medium dense, moist,gray, gravelly SAND(Fill) " '0' 2 (ESU 1) , 1- ft EL 120.5 ft '•p• • S-1 v 022 30 043 30 3 Dense, moist, gray, silty SAND,with gravel,trace a' o GSA cobbles (Marysville Sand Member) (ESU 2) 4 5 ri : S-2 0 1 z a 28 GSA Medium dense, moist to wet, gray-brown, SAND, 6 with silt,trace gravel SZ :Q•Q.. a Grades to dense, saturated, gray, SAND,some S-3 0 20 ♦ 8 48 N 8 gravel and silt Q a 0 9 o Q' • N Q• M O 'Q 10 ° S-4 0 1 s ' 37 �6 a o m Q•Q m 12 Q Q o N °. 13 �. QQ a 14 N Q 15 Moderate heave encountered . °' S-5 0 19 70 60 _O m 16 16.5ft ' ° n EL 105.5 ft 17 Boring completed at about 16.5 feet bgs. Groundwater encountered at about 6.5 feet ATD. U) 18 m U U 19 N O 20 PROJECT TITLE: PROJECT NO.: ZipperGeo Medallion Inn and Suites 2889.01 N Geo rofessional Consultants P CLIENT: SHEET: 0 19019 36th Ave.W,Suite E Medallion Inn and Suites 1 of 1 co Lynnwood,WA 98036 BORING LOG: B-3 -� Logged By: MRC Project Address: 16710 Smokey Point Location: See Figure 1 Blvd,Arlington, WA Elevation: 122 ft Drilling Company: Geologic Drill Partners Borehole Diameter: 6-Inch Drill Date: 2025-02-20 Drill Rig: Mini Track Rig Hammer Type: Cathead Reviewer: MRC Drilling Method: Auger(Hollow-Stem) v — Standard Penetration Test _ a E ♦ NValue z o 10 20 30 40 50 a Lithologic Description E a�� • %Fines E v r) No a o 10 20 30 40 50 z � T O %Moisture ,EL„ 10 20 30 40 50 Ground Surface EL 122 ft JP 0 Upper 1.5 feet advanced using a posthole digger. 1 8-inches topsoil/planter soil, over medium dense crushed rock,over loose to medium dense, 2 moist, gray, gravelly SAND(Fill) (ESU 1) 1.5 ft -------- --------EL120.Sft .D p S-1 v Z125 25 GSA 3 Medium dense,wet grading to moist,gray, SAND,with silt, some gravel (Fill) (ESU 1) 3ft, --------------------------------------------- . 4 EL 119 ft About 3 inches of relic topsoil over medium dense, 5 moist, gray-brown,fine to medium SAND, some S-2 0 __ 12 r)2121 26 silt,trace gravel (Marysville Sand Member) (ESU 2) —= GSA 6— 7 —_ 2-- Medium dense,saturated, gray, medium SAND, S-3 D 21 A 29 29 8 trace to some gravel o - N __ ,+j O m 10 Grades to dense, saturated, gray,course t0 S-4 0 ' 32 32 medium SAND,trace gravel —_ E m 12 —_ O N ' m 13 —_ m 14 N 15 S-5 24 _E L 16 16.5 ft n EL 105.5 ft 75 17 Boring completed at about 16.5 feet bgs. Groundwater encountered at about 6.5 feet ATD s 18 and at 5.8 feet post drilling.Well Tag#BNZ-032 U) m U U 19 N O 20 PROJECT TITLE: PROJECT NO.: ZipperGeo Medallion Inn and Suites 2889.01 N Geo rofessional Consultants P CLIENT: SHEET: 0 19019 36th Ave.W,Suite E Medallion Inn and Suites 1 of 1 co Lynnwood,WA 98036 APPENDIX B LABORATORY TESTING PROCEDURES AND RESULTS LABORATORY TESTING PROCEDURES A series of laboratory tests were performed during the course of this study to evaluate the index and geotechnical engineering properties of the subsurface soils. Descriptions of the types of tests performed are given below. Visual Classification Samples recovered from the exploration locations were visually classified in the field during the exploration program. Representative portions of the samples were carefully packaged in moisture tight containers and transported to our laboratory where the field classifications were verified or modified as required. Visual classification was generally done in accordance with the Unified Soil Classification system. Visual soil classification includes evaluation of color, relative moisture content,soil type based upon grain size, and accessory soil types included in the sample. Soil classifications are presented on the exploration logs in Appendix A. Moisture Content Determinations Moisture content determinations were performed on representative samples obtained from the exploration in order to aid in identification and correlation of soil types. The determinations were made in general accordance with the test procedures described in ASTM: D-2216.The results are shown on the exploration logs in Appendix A. Grain Size Analysis A grain size analysis indicates the range in diameter of soil particles included in a particular sample. Grain size analyses were performed on representative samples in general accordance with ASTM D 6913. The results of the grain size determinations for the samples were used in classification of the soils, and are presented in this appendix. Cation Exchange Capacity Selected samples were tested for Cation Exchange Capacity (CEC) by a subcontract analytical testing laboratory (AmTest Laborities of Kirkland, Washington).The tests were completed in general accordance with the EPA Laboratory Method 9081 testing procedure.The test results are presented in this appendix and discussed in the report text. Organic Content The organic content of selected samples was determined in general accordance with ASTM D 2974. The results of the tests are discussed in the report text. GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 2 80 C9 W 70 Im W 60 Z 50 Z W U W 40 W I� 30 20 10 0 .!I I I I I — iL—L I I I I I I I I I I I I I i'' I I I I 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS [GRAVEL arse Fine CoarseMedium Fine SiltClay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Gravelly SAND, B-1 S-1 2.5 8.1 8.3 some silt PROJECT NO:2889.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/27/2025 Medallian Inn GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 2 80 0 W 70 Im W 60 Z 50 Z W U IX 40 W I� 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS [GRAVEL arse Fine CoarseMedium Fine SiltClay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Gravelly SAND, B-1 S-3 7.5 15.2 11.2 some silt PROJECT NO:2889.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/27/2025 Medallian Inn GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im W 60 Z M 50 Z W U W 40 W I� 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS [GRAVEL arse Fine CoarseMedium Fine SiltClay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description Silty SAND, with B-2 S-1 2.5 21.6 42.7 gravel PROJECT NO:2889.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/27/2025 Medallian Inn GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 2 80 C9 W 70 Im W 60 Z 50 Z W U W 40 W IL 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS [GRAVEL arse Fine CoarseMedium Fine SiltClay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description SAND,with silt, B-2 S-2 5 22.7 15.9 trace gravel PROJECT NO:2889.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/27/2025 Medallian Inn GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im W 60 Z M 1.— 50 Z W U W 40 W I� 30 20 10 0 E [ [ ill I I I I I I I Ill I I I I I I I, 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS Coarse Fine Coarse Medium Fine Silt Clay BOULDERS COBBLES GRAVEL SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture l Fines(%) Description B-3 S-1 2.5 18.0 21.0 SAND,with silt, some gravel PROJECT NO:2889.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/27/2025 Medallian Inn GRAIN SIZE ANALYSIS Test Results Summary ASTM D6913 SIZE OF OPENING IN INCHES U.S.STANDARD SIEVE SIZE HYDROMETER 36" 12" 6" 3" 11/2" 3/4" 3/8" 4 10 20 40 60 140 200 100 90 = 80 C9 W 70 Im W 60 Z M 50 Z W U W 40 W I� 30 20 10 0 1000.000 100.000 10.000 1.000 0.100 0.010 0.001 PARTICLE SIZE IN MILLIMETERS [GRAVEL arse Fine CoarseMedium Fine SiltClay BOULDERS COBBLES SAND FINE GRAINED Comments: Exploration Sample Depth (feet) Moisture(%) Fines(%) Description SAND, some silt, B-3 S-2 5 21.6 11.9 trace gravel PROJECT NO:2889.01 PROJECT NAME: Zipper Geo Associates, LLC Geotechnical and Environmental Consultants DATE OF TESTING: 2/27/2025 Medallian Inn Am Test Inc. 1"EST Professions/ 13600 NE 126th Place Suite C Analytical Kirkland,WA L A B O R A T o R i E s Services (425)885-1664 www.amtestlab.com February 24,2025 ZIPPER GEO ASSOCIATES, LLC 19019 36TH AVENUE W SUITE E LYNNWOOD,WA 98036 Attention: Martin Cross Project: Medallion Inn and Suites Project Number: 2889.01 COC Number: Martin Cross: Enclosed please find the analytical data for your Medallion Inn and Suites project. Your sample(s)were received on Friday, February 14, 2025 and properly maintained prior to the subsequent analysis. The analytical procedures used at AmTest are well documented and are typically derived from the protocols of the EPA, USDA, FDA,Standard Methods or the Army Corps of Engineers. Following the analytical results you will find the Quality Control (QA/QC) results. Please note that the detection limits that are listed in the body of the report refer to the Practical Quantitation Limits(PQL's), as opposed to the Method Detection Limits(MDL's). If you should have any questions pertaining to the data package, please feel free to contact me. Sincerely, xc�� ElementStation Manager For Aaron Young President aarony@amtestiab.com Am Test Inc. Professional 13600 NE 126th Place Suite C Ana/ytica/ Kirkland,WA AWEMT (425)885-1664 L A 9 o R A T o R I E s Services www.amtestlab.com ANALYSIS REPORT Date Received:02/14/25 ZIPPER GEO ASSOCIATES,LLC Date Reported:02/24/25 19019 36TH AVENUE W SUITE E LYNNWOOD,WA 98036 Attention: Martin Cross Project Name: Medallion Inn and Suites Project#: 2889.01 Reported Samples Lab ID Sample Matrix Qualifiers Date Sampled Date Received A25BO230-01 B-1,S-1 Solid 02/10/2025 02/14/2025 A25BO230-02 B-2,S-1 Solid 02/10/2025 02/14/2025 A25BO230-03 B-3,S-1 Solid 02/10/2025 02/14/2025 The contents of this report apply to the samples)analyzed in accordance with the chain of custody document. No duplication of this report 15 allowed,except in its entirety. Page 2 of 6 Am Test Inc. Profess/via/ 13600 NE 126th Place Suite C Analytical Kirkland,WA AWEMT (425)885-1664 L A 9 o R A T o R I E s Services www.amtestlab.com ANALYSIS REPORT Date Received:02/14/25 ZIPPER GEO ASSOCIATES,LLC Date Reported:02/24/25 19019 36TH AVENUE W SUITE E LYNNWOOD,WA 98036 Attention: Martin Cross Project Name: Medallion Inn and Suites Project#: 2889.01 AMTEST Identification Number:A25B0230-01 Client Identification: B-1,S-1 Sampling Date: 02/10/25 09:00 Metals Extraction PARAMETER RESULT UNITS Q R.L. METHOD ANALYST DATE CEC(Cation Exchange Capacity) 4.46 meq/100 g 0.500 EPA 9081 AE 02/24/2025 AMTEST Identification Number:A25B0230-02 Client Identification: B-2,S-1 Sampling Date: 02/10/25 09:45 Metals Extraction PARAMETER RESULT UNITS Q R.L. METHOD ANALYST DATE CEC(Cation Exchange Capacity) 4.01 meq/100 g 0.500 EPA 9081 AE 02/24/2025 AMTEST Identification Number:A25B0230-03 Client Identification: B-3,S-1 Sampling Date: 02/10/25 10:15 Metals Extraction PARAMETER RESULT UNITS Q R.L. METHOD ANALYST DATE CEC(Cation Exchange Capacity) 4.41 meq/100 g 0.500 EPA 9081 AE 02/24/2025 The contents of this report apply to the sample(s)analyzed in accordance with the chain of custody document. No duplication of this report is allowed,except in its entirety. Page 3 of 6 Am Test Inc. Professional 13600 NE 126th Place Suite C Ana/ytica/ Kirkland,WA 1"EST (425)885-1664 L A B O R A T O R I E S Services www.amtestlab.com ANALYSIS REPORT Date Received:02/14/25 ZIPPER GEO ASSOCIATES,LLC Date Reported:02/24/25 19019 36TH AVENUE W SUITE E LYNNWOOD,WA 98036 Attention: Martin Cross Project Name: Medallion Inn and Suites Project#: 2889.01 Quality Control Metals Extraction Reporting Spike Source %REC RPD Analyte Result Qual Limit Units Level Result %REC Limits RPD Limit Batch: BCB0260- EPA 9081(CEC) Calibration Blank(BCB0260-CCB1) Prepared&Analyzed:02/24/25 CEC(Cation Exchange Capacity) 0.0169 meq/100 g Calibration Blank(BCB0260-CCB2) Prepared&Analyzed:02/24/25 CEC(Cation Exchange Capacity) 0.0144 meq/100 g Calibration Check(BCB0260-CCVI) Prepared&Analyzed:02/24/25 CEC(Cation Exchange Capacity) 2.06 0.500 meq/100 g 2.000 103% 85-115% Calibration Check(BCB0260-CCV2) Prepared&Analyzed:02/24/25 CEC(Cation Exchange Capacity) 2.06 0.500 meq/100 g 2.000 103% 85-115% Duplicate(BCB0260-DUP1) Source:A25BO301-03 Prepared&Analyzed:02/24/25 CEC(Cation Exchange Capacity) 2.01 0.500 meq/100 g 2.40 17 20 Duplicate(BCB0260-DUP2) Source:A25BO350-02 Prepared&Analyzed:02/24/25 CEC(Cation Exchange Capacity) 7.15 0.500 meq/100 g 7.39 3 20 The contents of this report apply to the sample(s)analyzed in accordance with the chain of custody document. No duplication of this report is allowed,except in its entirety. Page 4 of 6 Am Test Inc. Professional 13600 NE 126th Place Suite C Ana/ytica/ Kirkland,WA AWEMT (425)885-1664 L A 9 o R A T o R I E s Services www.amtestlab.com ANALYSIS REPORT Date Received:02/14/25 ZIPPER GEO ASSOCIATES,LLC Date Reported:02/24/25 19019 36TH AVENUE W SUITE E LYNNWOOD,WA 98036 Attention: Martin Cross Project Name: Medallion Inn and Suites Project#: 2889.01 Notes and Definitions Item Definition Dry Sample results reported on a dry weight basis. ND Analyte NOT DETECTED at or above the reporting limit. RPD Relative Percent Difference %REC Percent Recovery Source Sample that was matrix spiked or duplicated. The contents of this report apply to the samples)analyzed in accordance with the chain of custody document. No duplication of this report 15 allowed,except in its entirety. Page 5 of 6 � � f . yt 4 ff YF+ EST AniTest Chain of �.�stody Record �_ -,. ..����,�--�7 13600 NE 1261h PL,Suite C, Kirkland,WA 98034 t u � L A e a-n A T o n"i` e a Ph(425)885.1664 Fx(425)820-0245 www.amtestlab.com Chain of CustodyNo. 0 0 V Client Name & Address: Invoice To: ?-"�C 9 ,.- A CC} /$SSoLeik4eS LL.0 ; <r C�t� h SSc (!,-,$.es (.tf— }9Cz1 cj ',2 Gt A AVe_ W SUi4e.. In 0i4 G i Avg W,, Sc10/ R Ly vx v,.w c�v c�, 1 v A- S Erb C. �Y to�4 woes c�x w h-- q�-o u Contact Person: y r~_YU S Invoice Contact: Phone No: ,.� ! w# PO Number: zfb � Fax No: 1V1 Invoice Ph/Fax; E-mail: �— � — Invoice E-mail: M(youC� Q 'z�l�ner ec) . Co wt (GV14 Report Delivery: (Choose all that apply) Data posted to online account, YES%NO Mail / Fax / Email / Posted Online Web Login ID; Special Instructions: Requested TAT: (Rush must be pre-approved by lab) Ii <` Standard_- RUSH5 Da 3 Da 48 HR 24 HRH Temperature upon Receipt: i � . Project N-ame• r Analysis Requested 78 Project Number:� j °� a x 11 to ,o V w a) Z S AmTest ID Client ID, ar o E o (35 characters max) B-2 — �� r &rZ t 2�1a�2� it 460( Collected/Relinquished By: Date Time Received By: T Date j Time Relinquished By: Date.. Time Received By: Date Time Relinquished By: Date Time Received By: Date Time COMMENTS: -'=Kroaz 1 & ASSOCIATES , INC . GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION February 27, 2025 KA No. 096-25093 Lab Report No. 01 Page 1 of 1 Mr.Martin Cross,L.G. (E-Mail) ZIPPER GEO ASSOCIATES,LLC 19019 36"'Avenue W, Suite E Lynnwood, WA 98036 RE: SOILS LABORATORY TESTING Medallion Inn and Suites—Lab Testing 4303 1981" Street SW Lynnwood, Washington Dear Mr. Cross, In accordance with your request and authorization, we have performed laboratory tests for the above referenced project. Laboratory testing was performed in accordance with ASTM standards. The results of the laboratory tests are presented on the following pages. If you have any questions; or if we can be of further assistance, please do not hesitate to contact our office. Sample ID No: 88393-(A-C) Loss of Ignition: Organic Content(ASTM D-2974) Location: Results Specifications B-1/Sample#1 (A): 0.8% N/A B-2/Sample#1 (B): 1.2% N/A B-3/Sample#1 C : 2.1% N/A Respectfully submitted, KRAZAN& ASSOCIATES,INC. �V Robe Cole emas Laboratory Supervisor Pacific Northwest Division 4303 198t''Street SW,Lynnwood,Washington 98036 •(425)485-5519•FAX(425)485-6837 With Offices Serving the Western United States 09625093 LABOLdoc