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HomeMy WebLinkAboutExh.7 RS_Geo_181101_v1 Geotechnical Engineering Report Proposed Freezer Addition Northwest Gourmet Foods 600 SW 7th Street Renton, Washington July 27, 2018 prepared for: Tahoma Design Group Attention: Jim Carleton, Special Projects Manager 535 Dock Street, Suite 211 Tacoma, Washington 98402 prepared by: Migizi Group, Inc. PO Box 44840 Tacoma, Washington 98448 (253) 537-9400 MGI Project P1377-T18 RECEIVED 11/14/2018 jtaylor PLANNING DIVISION i TABLE OF CONTENTS Page No. 1.0 SITE AND PROJECT DESCRIPTION............................................................................................... 1 2.0 EXPLORATORY METHODS ............................................................................................................. 2 2.1 Auger Boring Procedures ...................................................................................................... 2 3.0 SITE CONDITIONS ............................................................................................................................ 3 3.1 Surface Conditions ................................................................................................................. 3 3.2 Soil Conditions ....................................................................................................................... 3 3.3 Groundwater Conditions ...................................................................................................... 4 3.4 Infiltration Conditions ........................................................................................................... 4 3.5 Seismic Conditions ................................................................................................................. 4 3.6 Liquefaction Potential ............................................................................................................ 5 4.0 CONCLUSIONS AND RECOMMENDATIONS ............................................................................ 5 4.1 Site Preparation ...................................................................................................................... 6 4.2 Augercast Piles ....................................................................................................................... 8 5.0 RECOMMENDED ADDITIONAL SERVICES ................................................................................ 9 6.0 CLOSURE ........................................................................................................................................... 10 List of Tables Table 1. Approximate Locations and Depths of Explorations ............................................................................. 2 Table 2. Recommended Allowable Pile Capacities ............................................................................................... 8 List of Figures Figure 1. Topographic and Location Map Figure 2. Site and Exploration Plan APPENDIX A Soil Classification Chart and Key to Test Data .................................................................................................. A-1 Logs of Auger Borings B-1 through B-3 .................................................................................................... A-2…A-4 Page 1 of 10 MIGIZI GROUP, INC. PO Box 44840 PHONE (253) 537-9400 Tacoma, Washington 98448 FAX (253) 537-9401 July 27, 2018 Tahoma Design Group 535 Dock Street, Suite 211 Tacoma, Washington 98402 Attention: Jim Carleton, Special Projects Manager Subject: Geotechnical Engineering Report Proposed Freezer Addition Northwest Gourmet Foods 600 SW 7th Street Renton, Washington MGI Project P1377-T18 Dear Mr. Carleton: Migizi Group, Inc. (MGI) is pleased to submit this report describing the results of our geotechnical engineering evaluation of the improvements proposed for the Northwest Gourmet Foods building located at 600 SW 7th St in Renton, Washington. A previous report for this building was prepared by E3RA, Inc. dated May 22, 2013. This report has been prepared for the exclusive use of the Tahoma Design Group, and their consultants, for specific application to this project, in accordance with generally accepted geotechnical engineering practice. 1.0 SITE AND PROJECT DESCRIPTION The project site is an existing 66,786 square-foot building located on an irregularly-shaped, 5.01 acre site, as shown on our Topographic and Location Map (Figure 1). The building is a single story concrete tilt-up structure with a dock high floor. We understand that the building is supported on approximately 12 inch diameter pile foundations. Improvement plans call for construction of a new freezer addition on the east side of the existing structure. The freezer addition will be a dock high structure and will be constructed in the existing paved truck maneuvering area. Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 2 of 10 2.0 EXPLORATORY METHODS We observed site and subsurface conditions on July 6, 2018. Our exploration and site evaluation program comprised the following elements: • A surface reconnaissance of the site; • A review of E3RA, Inc.’s Geotechnical Engineering Report dated May 22, 2013; • Three auger borings (designated B-1 through B-3) drilled within the proposed footprint of the freezer addition on July 6, 2018; • Three Grain Size Analysis performed on samples collected from of our auger borings; and • A review of published geologic and seismologic maps and literature. Table 1 summarizes the approximate functional locations and termination depths of our subsurface explorations and Figure 2 depicts their approximate locations. The following sections describe the procedures used for auger borings. TABLE 1 APPROXIMATE LOCATIONS AND DEPTHS OF EXPLORATIONS Exploration Functional Location Termination Depth (feet) B-1 B-2 B-3 Approximately 100 feet north of gated fence, ± 40 ft east of loading dock Approximately 70 feet north of gated fence, ± 15 ft east of building Approximately 30 feet north of gated fence, ± 45 ft east of building 30.1 30.2 31.0 The specific numbers and locations of our explorations were selected in relation to the existing site features, under the constraints of surface access, underground utility conflicts, and budget considerations. It should be realized that the explorations performed and utilized for this evaluation reveal subsurface conditions only at discrete locations across the project site and that actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations would not become evident until additional explorations are performed or until construction activities have begun. If significant variations are observed at that time, we may need to modify our conclusions and recommendations contained in this report to reflect the actual site conditions. 2.1 Auger Boring Procedures Our exploratory borings were advanced through the soil with a hollow stem auger, using a truck mounted drill rig operated by an independent drilling firm working under subcontract to MGI. An engineering geologist from our firm continuously observed the borings, logged the subsurface conditions, and collected representative soil samples. All samples were stored in watertight containers and later transported to a laboratory for further visual examination. After the borings were completed, they were backfilled with bentonite chips. Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 3 of 10 Throughout the drilling operation, soil samples were obtained at 2½ or 5-foot depth intervals by means of the Standard Penetration Test (SPT) per ASTM:D-1586. This testing and sampling procedure consists of driving a standard 2-inch-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 counted, and the total number of blows struck during the final 12 inches is recorded as the Standard Penetration Resistance, or "SPT blow count." If a total of 50 blows are 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 encountered in each boring. 3.0 SITE CONDITIONS The following sections present our observations, measurements, findings, and interpretations regarding, surface, soil, groundwater, and infiltration conditions. 3.1 Surface Conditions The site is relatively level with only slight variation in grade. A concrete apron extends east approximately 140 feet from the north part of the east side of the main building and terminates where it intersects a 1,680 square-foot storage warehouse located in the northeast corner of the property. The north edge of the concrete apron is coincident with the north edge of an existing truck dock. The truck loading area south of the concrete apron is paved with asphalt and is contained by a gated fence surrounding most of the northern half of the main building. South of the fence is a grass lawn and a paved roadway that follows the curve of an old railroad track to the east of the property boundary. The area within the proposed footprint of the freezer addition currently contains two shipping containers. Vegetation on site is limited to ornamental trees and landscaped grassy areas on the south half of the site. No surface water or hydrologic features were observed onsite such as seeps, springs, ponds or streams, nor were surface expressions of groundwater observed. 3.2 Soil Conditions All three of our auger borings were conducted east of the southern part of the main building in the proposed footprint of the new freezer addition. In each of these borings we encountered roughly 8 inches of asphalt overlying 6 to 18 inches of fill comprised of medium dense crushed rock base course and gravelly sand with varying amounts of silt. Underling the fill layer, we encountered native soils comprised of either soft silt and silty sand, or coarser sands containing varying amounts of gravel. Soil mottling was observed at 5 feet in boring B-1, at 7½ feet in boring B-2, and within 2½ feet of the surface in boring B-3. In borings B-2 and B-3, grain size and gravel content tended to increase with depth until reaching glacial till at depths of 28 feet and 30½ feet, respectively. In boring B-1, a layer of loose silty sand bearing abundant organics was encountered from 20½ to Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 4 of 10 23 feet, beneath an 8½-foot-thick unit of medium-dense sand with gravel. Each of our borings terminated in glacial till at depths near 30 feet. In the Geologic Map of the Renton Quadrangle, King County, Washington, as prepared by the Department of the Interior United States Geological Survey (USGS) (1965), the project site is mapped as containing Qac, or sand and gravel deposited by the Cedar River, and associated thin beds of silt, clay, and peat mostly at edges of fan-shaped fill in Duwamish Valley. The National Cooperative Soil Survey (NCSS) for the King County Area classifies soils onsite as dominantly Wo—Woodinville silt loam, surrounded by minor units of gravelly sandy loam and urban land areas. This soil series reportedly formed along alluvial flood plains and is comprised of silt loam, silty clay loam, and stratified muck to silt loam. Our subsurface explorations generally correspond with the site classifications prepared by the USGS and NCSS. The enclosed boring logs (Appendix A) provide a more detailed description of the soil strata observed in our auger borings. 3.3 Groundwater Conditions Our explorations encountered identifiable groundwater at a depth of 8 to 9 feet in each boring. However, drilling through silt-rich soil can often mask the actual depth of groundwater and it is likely that the groundwater level is somewhat shallower than indicated by our borings. It is likely that the reddish hue and mottling observed in the wet to saturated silty fine sand observed at a depth of 5 feet in boring B-1 is oxidization imparted by seasonally high groundwater; based on this, it is our opinion that seasonally high groundwater likely rises to within 5 feet of the surface of the site during the rainy season. Boring B-3 was located within approximately 25 feet of a drainage ditch and storm drain system, and the soil mottling observed above 2½ feet may not be indicative of seasonally high groundwater, but rather of storm runoff. 3.4 Infiltration Conditions As indicated in the soil conditions section of this report, the site is underlain by slowly permeable, to relatively impermeable glacial till soils at shallow depths. Given the geologic conditions present within the project area, we do not interpret full or limited infiltration as being feasible for this project. Site produced stormwater should be diverted to the existing storm system. 3.5 Seismic Conditions Based on our analysis of subsurface exploration logs and our review of published geologic maps, we interpret the onsite soil conditions to generally correspond with site class E, as defined by Table 20.2-1 in ASCE 7, per the 2015 International Building Code (IBC). Using 2015 IBC information on the USGS Design Summary Report website, Risk Category I/II/III seismic parameters for the site are as follows: Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 5 of 10 Ss = 1.446 g SMS = 1.301 g SDS = 0.867 g S1 = 0.540 g SM1 = 1.296 g SD1 = 0.864 g Using the 2015 IBC information, MCER Response Spectrum Graph on the USGS Design Summary Report website, Risk Category I/II/III, Sa at a period of 0.2 seconds is 1.30 g and Sa at a period of 1.0 seconds is 1.30 g. The Design Response Spectrum Graph from the same website, using the same IBC information and Risk Category, Sa at a period of 0.2 seconds is 0.87 g and Sa at a period of 1.0 seconds is 0.87 g. 3.6 Liquefaction Potential Liquefaction is a sudden increase in pore water pressure and a sudden loss of soil shear strength caused by shear strains, as could result from an earthquake. Research has shown that saturated, loose sands with fines (silt and clay) content less than about 20 percent are most susceptible to liquefaction, but very loose silt can liquefy under severe seismic conditions. The previous E3RA report dated May 22, 2013 included a Grain Size Analysis on a sandy, loose saturated soil sample collected at a depth of 10 to 11½ feet below the footprint of the current tank farm. That analysis indicates that the sample contains 21 percent silt, 76 percent fine sand, and a small amount of coarser sand and gravel. Three Grain Size Analyses performed on our recent borings in the footprint of the planned freezer addition found two samples of gravelly sand with less than 6 percent fines at 10 and 15 feet, and a third sample of silty sand with 37.8 percent fines. Based on this, we concluded that shallow soils underlying the site could liquefy during a severe seismic event, especially when groundwater levels are seasonally high. However, should liquefaction occur, it would likely be limited to isolated and discontinuous zones with little to no expression at the ground surface. The attached Soil Gradation Graph (Appendix B) displays the grain-size distribution of the sample tested. 4.0 CONCLUSIONS AND RECOMMENDATIONS Improvement plans call for construction of a new freezer addition on the east side of the existing structure. The freezer addition will be a dock high structure and will be constructed in the existing paved truck maneuvering area. Site runoff will be directed to the existing storm sewer. We offer these recommendations: • Feasibility: Based on our field explorations, research and analyses, the proposed structure appears feasible from a geotechnical standpoint. • Foundation and Floor Options: In order to address soil and liquefaction conditions within the proposed expansion area and limit settlement of the addition and new settlement of the existing structure, we recommend that all foundation elements and floor slabs be supported by augercast piles. Recommendations for augercast pile foundations are presented in Section 4.2. Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 6 of 10 The following sections of this report present our specific geotechnical conclusions and recommendations concerning site preparation, augercast pilings, slab-on-grade floors, asphalt pavement, and structural fill. The Washington State Department of Transportation (WSDOT) Standard Specifications and Standard Plans cited herein refer to WSDOT publications M41-10, Standard Specifications for Road, Bridge, and Municipal Construction, and M21-01, Standard Plans for Road, Bridge, and Municipal Construction, respectively. 4.1 Site Preparation Preparation of the project site should involve erosion control, temporary drainage, clearing, stripping, excavations, cutting, subgrade compaction, and filling. Erosion Control: Before new construction begins, an appropriate erosion control system should be installed. This system should collect and filter all surface water runoff through silt fencing. We anticipate a system of berms and drainage ditches around construction areas will provide an adequate collection system. Silt fencing fabric should meet the requirements of WSDOT Standard Specification 9-33.2 Table 3. In addition, silt fencing should embed a minimum of 6 inches below existing grade. An erosion control system requires occasional observation and maintenance. Specifically, holes in the filter and areas where the filter has shifted above ground surface should be replaced or repaired as soon as they are identified. Temporary Drainage: We recommend intercepting and diverting any potential sources of surface or near-surface water within the construction zones before stripping begins. Because the selection of an appropriate drainage system will depend on the water quantity, season, weather conditions, construction sequence, and contractor's methods, final decisions regarding drainage systems are best made in the field at the time of construction. Based on our current understanding of the construction plans, surface and subsurface conditions, we anticipate that curbs, berms, or ditches placed around the work areas will adequately intercept surface water runoff. Clearing and Stripping: After surface and near-surface water sources have been controlled, sod, topsoil, and root-rich soil should be stripped from the site. Our explorations and field observations indicate that no significant organic horizon is observed at surface elevations across the project area. Site Excavations: Based on our explorations, we expect that excavations will encounter moderately consolidated fill soils at shallow elevations, and poorly consolidated alluvial soils immediately beneath this material, both of which can be readily excavated using standard excavation equipment. Dewatering: Groundwater seepage was encountered in both of our subsurface explorations at a depth of 8 to 15 feet below existing grade, with higher groundwater tables being observed across regions exhibiting surficial ponding. If groundwater is encountered in excavations above the water table, or slightly below, we anticipate that an internal system of ditches, sumpholes, and pumps will be adequate to temporarily dewater shallow excavations. For excavations significantly below the water table, we anticipate that expensive dewatering equipment, such as well points, will be required to temporarily dewater excavations. Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 7 of 10 Temporary Cut Slopes: All temporary soil slopes associated with site cutting or excavations should be adequately inclined to prevent sloughing and collapse. Temporary cut slopes in site soils should be no steeper than 1½H:1V, and should conform to Washington Industrial Safety and Health Act (WISHA) regulations. Site Filling: Our conclusions regarding the reuse of onsite soils and our comments regarding wet- weather filling are presented subsequently. Regardless of soil type, all fill should be placed and compacted according to our recommendations presented in the Structural Fill section of this report. Specifically, building pad fill soil should be compacted to a uniform density of at least 95 percent (based on ASTM:D-1557). Onsite Soils: We offer the following evaluation of these onsite soils in relation to potential use as structural fill: • Surficial Organic Soil and Organic-Rich Fill Soils: Where encountered, surficial organic soils like duff, topsoil, root-rich soil, and organic-rich fill soils are not suitable for use as structural fill under any circumstances, due to high organic content. Consequently, this material can be used only for non-structural purposes, such as in landscaping areas. • Existing Fill Material: As described in the Soil Conditions section of this report, the uppermost 2½ feet of soils encountered onsite are comprised of existing fill material placed during the original site development. This material ranged in composition between crushed rock and gravelly silty sand. These materials should be considered moderately sensitive, and reuse should be confined to periods of extended dry weather. • Alluvial Soils: Underlying existing fill material, we encountered native alluvial soils exhibiting alternating layers of poorly consolidated fine-grained soils and moderately consolidated granular soils. The uppermost fine-grained sand layer is the only native soils which could be feasibly reused as structural fill throughout the course of this project. This soil group is extremely moisture sensitive, and is generally encountered in an over-saturated condition. Reuse of this material should be limited to landscaping areas. Permanent Slopes: All permanent cut slopes and fill slopes should be adequately inclined to reduce long-term raveling, sloughing, and erosion. We generally recommend that no permanent slopes be steeper than 2H:1V. For all soil types, the use of flatter slopes (such as 2½H:1V) would further reduce long-term erosion and facilitate revegetation. Slope Protection: We recommend that a permanent berm, swale, or curb be constructed along the top edge of all permanent slopes to intercept surface flow. Also, a hardy vegetative groundcover should be established as soon as feasible, to further protect the slopes from runoff water erosion. Alternatively, permanent slopes could be armored with quarry spalls or a geosynthetic erosion mat. Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 8 of 10 4.2 Augercast Piles Based on the soil conditions discussed above, we recommend that the new building be supported on augercast piles installed to a depth of 32 feet below the existing ground surface in the very dense glacial till. The following table provides estimated allowable design capacities for 14-inch, 16-inch, and 18-inch diameter augercast concrete pilings installed to the aforementioned embedment depth: TABLE 2 RECOMMENDED ALLOWABLE PILE CAPACITIES 14-INCH, 16-INCH AND 18-INCH DIAMETER AUGERCAST CONCRETE PILES Pile Diameter (inches) Depth Below Existing Ground Surface (feet) Downward Capacity (tons) Uplift Capacity (tons) 14 32 50 12 16 32 62 14 The allowable pile capacities presented above apply to all long-term live and dead loads and may be increased by one-third when considering short-term loads such as wind or seismic influence. The allowable pile capacities are based on the strength of the supporting soils for the penetrations indicated and include a factor of safety of at least 2. The allowable uplift capacities indicated for augercast piles may be used provided that a reinforcing bar is installed the entire length of the pile. This bar should be centered in the pile. Static pile settlements are expected to be essentially elastic in nature and occur as loads are applied. Total static settlement of piles constructed as recommended are not expected to exceed 1 inch, while differential static settlements between comparably loaded piles are not expected to exceed about 50 percent of this value. The pile capacities provided above apply to single piles. If piles within groups are spaced at least three pile diameters on center, no reduction for pile group action need be made. The structural characteristics of the pile materials and allowable internal stresses may impose more stringent limitations and should be evaluated by the structural engineer. Lateral loadings due to wind or seismic forces can be resisted by uplift or lateral loading on the piles, or lateral soil resistance of the pile cap. The manner in which these loads are transferred into the piles will be a function of the design of the foundation system. Passive soil resistance of the pile cap may be computed using an equivalent fluid density of 220 pcf (pounds per cubic foot) for a level backfill surface, provided the backfill around the pile cap is compacted to at least 95 percent of maximum dry density per American Society for Testing and Materials (ASTM) D-1557. This value incorporates a factor of safety of about 1.5. Lateral capacities for augercast piling are dependent upon the characteristics of the reinforcing steel and the coefficient of subgrade reaction for the surrounding soils. We recommend that the pile stiffness, T, be computed using the formula T = (EI/f)1/5 where E equals the pile modulus of elasticity, I equals the pile moment of inertia, and f equals the soil coefficient of subgrade reaction. A value of 6 tcf (tons per cubic foot) should be used for f. For the recommended penetration, the maximum Tahoma Design Group – Northwest Gourmet Foods, Freezer Addition, 600 SW 7th St, Renton, WA July 27, 2018 Geotechnical Engineering Report P1377-T18 Migizi Group, Inc. Page 9 of 10 moment for piles fixed against rotation at the ground surface will occur at a depth equal to about 1.8 T and the magnitude of this moment, M, can be computed using the formula M = 0.25 PT where P is the lateral force applied at the ground surface. The moment will decrease to zero at a depth of about 4.5 T. The maximum pile deflection at the ground surface can be computed using the formula D = 0.93 (PT3/EI). Pile Installation: Augercast (cast-in-place) concrete piles should be installed using a continuous- flight, hollow-stem auger. As is common practice, the pile grout would be pumped under pressure through the hollow-stem as the auger is withdrawn. Reinforcing steel for bending and uplift would be placed in the fresh grout column immediately after withdrawal of the auger. No direct information regarding the capacity of augercast piles (e.g., driving resistance data) is obtained while this type of pile is being installed. Therefore, it is particularly important that the installation of augercast piles be carefully monitored by a qualified individual working under the direct supervision of a geotechnical engineer. It should be noted that the recommended pile penetration and allowable capacities presented above assumed uniform soil conditions. There may be unexpected variations in the depth and characteristics of the supporting soils across the site. Accordingly, we recommend that pile installation be monitored by a member of our staff who will observe installation procedures and evaluate the adequacy of individual pile installations. 5.0 RECOMMENDED ADDITIONAL SERVICES Because the future performance and integrity of the structural elements will depend largely on proper site preparation, drainage, fill placement, and construction procedures, monitoring and testing by experienced geotechnical personnel should be considered an integral part of the construction process. Subsequently, we recommend that MGI be retained to provide the following post-report services: • Review all construction plans and specifications to verify that our design criteria presented in this report have been properly integrated into the design; • Prepare a letter summarizing all review comments (if required); • Check all completed subgrades for footings and slab-on-grade floors before concrete is poured, in order to verify their bearing capacity; and • Prepare a post-construction letter summarizing all field observations, inspections, and test results (if required). APPROXIMATE SITE LOCATION P.O. Box 44840 Tacoma, WA 98448 Location Job Number Figure DateTitle 600 SW 7th Street Renton, Washington Topographic and Location Map 1 07/20/18 P1377-T18 APPENDIX A SOIL CLASSIFICATION CHART AND KEY TO TEST DATA LOG OF AUGER BORINGS CLAYEY GRAVELS, POORLY GRADED GRAVEL-SAND-CLAY MIXTURES SILTS AND CLAYSCOARSE GRAINED SOILSMore than Half > #200 sieveLIQUID LIMIT LESS THAN 50 LIQUID LIMIT GREATER THAN 50 CLEAN GRAVELS WITH LITTLE OR NO FINES GRAVELS WITH OVER 15% FINES CLEAN SANDS WITH LITTLE OR NO FINES MORE THAN HALF COARSE FRACTION IS SMALLER THAN NO. 4 SIEVE MORE THAN HALF COARSE FRACTION IS LARGER THAN NO. 4 SIEVE INORGANIC SILTS, MICACEOUS OR DIATOMACIOUS FINE SANDY OR SILTY SOILS, ELASTIC SILTS ORGANIC CLAYS AND ORGANIC SILTY CLAYS OF LOW PLASTICITY OH INORGANIC SILTS AND VERY FINE SANDS, ROCK FLOUR, SILTY OR CLAYEY FINE SANDS, OR CLAYEY SILTS WITH SLIGHT PLASTICITY CH SILTY GRAVELS, POORLY GRADED GRAVEL-SAND-SILT MIXTURES SANDS SILTS AND CLAYS Figure A-1 INORGANIC CLAYS OF LOW TO MEDIUM PLASTICITY, GRAVELLY CLAYS, SANDY CLAYS, SILTY CLAYS, LEAN CLAYS R-Value Sieve Analysis Swell Test Cyclic Triaxial Unconsolidated Undrained Triaxial Torvane Shear Unconfined Compression (Shear Strength, ksf) Wash Analysis (with % Passing No. 200 Sieve) Water Level at Time of Drilling Water Level after Drilling(with date measured) RV SA SW TC TX TV UC (1.2) WA (20) Modified California Split Spoon Pushed Shelby Tube Auger Cuttings Grab Sample Sample Attempt with No Recovery Chemical Analysis Consolidation Compaction Direct Shear Permeability Pocket Penetrometer CA CN CP DS PM PP PtHIGHLY ORGANIC SOILS TYPICAL NAMES GRAVELS ORGANIC CLAYS OF MEDIUM TO HIGH PLASTICITY, ORGANIC SILTS WELL GRADED GRAVELS, GRAVEL-SAND MIXTURES MAJOR DIVISIONS PEAT AND OTHER HIGHLY ORGANIC SOILS WELL GRADED SANDS, GRAVELLY SANDS POORLY GRADED SANDS, GRAVELLY SANDS SILTY SANDS, POORLY GRADED SAND-SILT MIXTURES CLAYEY SANDS, POORLY GRADED SAND-CLAY MIXTURES POORLY GRADED GRAVELS, GRAVEL-SAND MIXTURES SOIL CLASSIFICATION CHART AND KEY TO TEST DATA GW GP GM GC SW SP SM SC ML FINE GRAINED SOILSMore than Half < #200 sieveLGD A NNNN02 GINT US LAB.GPJ 11/4/05INORGANIC CLAYS OF HIGH PLASTICITY, FAT CLAYS CL OL MH SANDS WITH OVER 15% FINES Migizi Group, Inc. SS S-1 SS S-2 SS S-3 SS S-4 SS S-5 SS S-6 SS S-7 SS S-8 12 18 18 18 12 18 11 1 2-4-6 (10) 0-0-0 (0) 1-0-0 (0) 0-0-5 (5) 12-11-14 (25) 0-0-0 (0) 5 (50/5") (50/1") SP SM ML SM SP SM SM 0.7 1.0 2.0 5.0 7.5 11.0 20.5 23.0 30.1 8 inches of asphalt 4 inches of crushed rock base (SP) Brown fine to medium sand with gravel (medium dense, moist) (Fill) (SM) Gray silty sand with some gravel (loose, moist) (ML) Gray mottled silt (very soft, wet) (SM) Gray mottled silty sand (very loose, wet) (SP) Gray fine to coarse sand with gravel (medium dense, wet) (SM) Gray silty sand with abundant organics (loose, wet) (SM) Gray silty sand (very dense, dry) (Till) Grades to with gravel Bottom of borehole at 30.1 feet. NOTES LOGGED BY LBB DRILLING METHOD HSA / Truck Mount DRILLING CONTRACTOR Holt GROUND WATER LEVELS: CHECKED BY JEB DATE STARTED 7/6/18 COMPLETED 7/6/18 AT TIME OF DRILLING 9.00 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 4.25" HSAGROUND ELEVATION SAMPLE TYPENUMBERDEPTH(ft)0 5 10 15 20 25 30 PAGE 1 OF 1 Figure A-2 BORING NUMBER B-1 CLIENT Tahoma Design Group PROJECT NUMBER P1377-T18 PROJECT NAME Northwest Gourmet Foods Proposed Freezer Addition PROJECT LOCATION 600 SW 7th Street, Renton, WA COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 7/27/18 14:08 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1377-T18\P1377-T18 BORING LOGS.GPJMigizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 RECOVERY (in)(RQD)BLOWCOUNTS(N VALUE)U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION SS S-1 SS S-2 SS S-3 SS S-4 SS S-5 SS S-6 SS S-7 SS S-8 9 0.25 18 18 18 18 18 2 1-0-2 (2) 0-0-0 (0) 5-11-14 (25) 17-15-12 (27) 5-5-9 (14) 11-12-29 (41) 3-5-12 (17) (50/2") SP SP- SM SP SP SM 0.7 1.0 7.5 8.5 15.0 28.0 30.2 8 inches of asphalt 4 inches of crushed rock base (SP) Black/white fine to medium sand with fines (loose, moist) (SP-SM) Gray and red mottled fine sand with silt and gravel (medium dense, wet) (SP) Gray and red mottled coarse to medium sand with gravel and fines (medium dense, wet) (SP) Gray fine to coarse sand with some gravel (medium dense, wet) Grades to gray/black (SM) Gray silty sand (very dense, dry) (Till) Bottom of borehole at 30.2 feet. NOTES LOGGED BY LBB DRILLING METHOD HSA / Truck Mount DRILLING CONTRACTOR Holt GROUND WATER LEVELS: CHECKED BY JEB DATE STARTED 7/6/18 COMPLETED 7/6/18 AT TIME OF DRILLING 8.00 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 4.25" HSAGROUND ELEVATION SAMPLE TYPENUMBERDEPTH(ft)0 5 10 15 20 25 30 PAGE 1 OF 1 Figure A-3 BORING NUMBER B-2 CLIENT Tahoma Design Group PROJECT NUMBER P1377-T18 PROJECT NAME Northwest Gourmet Foods Proposed Freezer Addition PROJECT LOCATION 600 SW 7th Street, Renton, WA COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 7/27/18 14:08 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1377-T18\P1377-T18 BORING LOGS.GPJMigizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 RECOVERY (in)(RQD)BLOWCOUNTS(N VALUE)U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION SS S-1 SS S-2 SS S-3 SS S-4 SS S-5 SS S-6 SS S-7 SS S-8 18 18 18 18 12 9 9 12 1-0-0 (0) 0-0-0 (0) 2-1-1 (2) 4-3-3 (6) 9-14-15 (29) 2-6-16 (22) 3-3-7 (10) 17 (50/6") ML SP SP SM 0.7 1.0 7.5 15.0 30.5 31.0 8 inches of asphalt 4 inches of crushed rock base (ML) Gray mottled silt (very loose, moist) (SP) Red and brown mottled fine to medium sand with fines (loose, moist) Grades to wet (SP) Gray and black fine to coarse sand with fines and gravel (medium dense, wet) (SM) Light gray silty sand (very dense, dry) (Till) Bottom of borehole at 31.0 feet. NOTES LOGGED BY LBB DRILLING METHOD HSA / Truck Mount DRILLING CONTRACTOR Holt GROUND WATER LEVELS: CHECKED BY JEB DATE STARTED 7/6/18 COMPLETED 7/6/18 AT TIME OF DRILLING 8.50 ft AT END OF DRILLING --- AFTER DRILLING --- HOLE SIZE 4.25" HSAGROUND ELEVATION SAMPLE TYPENUMBERDEPTH(ft)0 5 10 15 20 25 30 PAGE 1 OF 1 Figure A-4 BORING NUMBER B-3 CLIENT Tahoma Design Group PROJECT NUMBER P1377-T18 PROJECT NAME Northwest Gourmet Foods Proposed Freezer Addition PROJECT LOCATION 600 SW 7th Street, Renton, WA COPY OF GENERAL BH / TP LOGS - FIGURE.GDT - 7/27/18 14:08 - C:\USERS\JESSICA\DESKTOP\TEST PITS AND BORINGS - GINT\P1377-T18\P1377-T18 BORING LOGS.GPJMigizi Group, Inc. PO Box 44840 Tacoma, WA 98448 Telephone: 253-537-9400 Fax: 253-537-9401 RECOVERY (in)(RQD)BLOWCOUNTS(N VALUE)U.S.C.S.GRAPHICLOGMATERIAL DESCRIPTION