Loading...
HomeMy WebLinkAboutCedar River Trail Park Proposal 11_02_2018.pdf Skanska USA Building Inc. 221 Yale Avenue North, Suite 400 Seattle, Washington 98109 Phone 206-726-8000 Fax 206-328-9235 Web www.skanska.com Page 1 of 1 Friday, November 2, 2018 Cedar River Trail Park Construction Traffic Entrance for Boeing Apron R Infrastructure and 4-87 Mitigation Hangar Projects Scope and Deliverables · Provide third party geotechnical and structural evaluation of asphalt and subgrade in Cedar River Trail Park. Scope shown below. · Provide design for culvert and structural bridge over existing ditch in Cedar River Trail Park. · Repave and restripe approximately 0.5 miles of Nishiwaki lane at project completion. Extent of repaving is dependent on condition of asphalt at project completion. · Provide trucking route for site ingress and egress. · Install rolling gate at western fence of Boeing Renton site at drive lane between 4-41 and 4-42 building to provide truck access into the site. · Provide location for Boeing guard shack. · Provide project phasing. · Provide TESC Plan. Page 2-39 - Seattle Structural and Hart Crowser - Nishiwaki Lane Assessment Skanska has directed Hart Crowser and Seattle Structural to evaluate the subgrade and asphalt conditions on Nishiwaki lane. Page 40 – Temporary Construction Entrance Design Design for temporary construction entrance including culvert location, fence location, and guard shack location. Page 41 - PBS Engineering –Culvert Design Skanska has directed PBS Engineering and Environmental to provide a culvert design to bridge the drainage ditch east of Nishiwaki Lane into the site. Page 42 - Trucking Route Construction traffic will enter City of Renton off I-405. Traffic will follow main roads and intersections. Page 43-46 - Commercial Fence Corp. - Gate Design Skanska has directed Commercial Fence Corp. to provide a preliminary fence product options. Page 47-52 - Pacific Mobile – Guard Shack Design Skanska has directed Pacific Mobile. to provide a preliminary guard shack product options. Page 53-60 Project Phasing Plan Projected trucks per day in relation to construction schedule. Page 61 - Material Transport – Temporary Erosion and Sediment Control Skanska will incorporate the following ESC measures during the course of civil work during the project: - Dirt trucks will be covered when necessary - Silt fence, wattles, coir logs or other appropriate ESC measures will be installed along the roadside ditch in Cedar River Trail Park will be installed and maintained. - Wheel wash will be maintained and used by all trucks exiting the project site when necessary. A licensed CESCL will inspect and make changes to ESC measures as necessary. Per our investigation, there are no perceived negative impacts to the Cedar River from construction traffic. Construction Plan Installation of the temporary road crossing and gate would take up to one month. The tentative start date for the work is January 2019. Restoration of the area would also take up to one month. Upon removal of the temporary roadway, Skanska will provide cleanup and final landscaping to match the previous existing condition. Page 1 of 61 3131 Elliott Avenue, Suite 600 Seattle, Washington 98121 Tel 206.324.9530 October 26, 2018 Eric Koethe Seattle Structural PS Inc. 3131 Elliott Avenue, Suite 600A Seattle, WA 98121 Re: Limited Geotechnical Engineering Evaluation Nishiwaki Lane – Existing Pavement Construction Traffic Support Renton, Washington 19414-00 Dear Eric: This letter presents the results of our limited subsurface exploration and geotechnical engineering evaluation of Nishiwaki Lane for the proposed construction traffic during the upcoming Boeing 4-87 Hangar and Apron R project in Renton, Washington. We prepared this letter in accordance with the scope of work outlined in our contract task order (19-A-1140-012) dated October 3, 2018. Site and Project Description The proposed project alignment includes the existing Nishiwaki Lane that runs in a north-to-south direction within the Cedar River Park just west of the Boeing facility in Renton, Washington, as shown on Figure 1 – Vicinity Map. Construction dump trucks will need to haul preload soil and other materials along the asphalt-paved Nishiwaki Lane from North 6th Street at the south end to the construction access point near the north end of the Boeing facility (roughly 2,600 feet). The project alignment is shown on Figure 2a – Overall Site and Exploration Plan and Figure 2b – Detailed Site and Exploration Plan. The age of the existing asphalt pavement is unknown though appears to generally be in a relatively good condition, with scattered, linear surface cracking in localized areas. The current construction hauling schedule provided by Skanska (project contractor) indicates that truck traffic will generally occur during eight separate construction phases from early November 2018 through early January 2021. Concentrated high-volume traffic will occur at the start and the end of each phase (80 to 120 trucks per day), with lower traffic volume anticipated in between (generally 10 to 40 trucks per day). For design purposes, each truck trip is assumed to consist of a fully loaded dump truck with a tandem wheel pup trailer. Page 2-39 - Seattle Structural and Hart Crowser - Nishiwaki Lane Assessment Page 2 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 2 A temporary access road embankment (on the order of 3-feet high, or less) is required to be constructed at the north end construction site access point, across an existing drainage ditch along the east side of Nishiwaki Lane (reference Figure 2b). Explorations and Subsurface Conditions A subsurface exploration program was completed to evaluate the support characteristics of the existing pavement section along Nishiwaki Lane. This exploration included surface coring, dynamic cone penetrometer (DCP) testing, and hand augering to evaluate the thickness and condition of the asphaltic concrete (AC) pavement, crushed rock base course (CRBC) layer, and the subgrade soil below this existing pavement. The pavement explorations (HA-1 through HA-9) were generally accomplished at roughly 500-foot intervals along Nishiwaki Lane, except at the south and north ends where additional exploration locations were added to provide higher data reliability where the trucks are expected to make significant turns (potentially resulting in increased pavement loading). A hand auger exploration was also advanced in the existing drainage ditch at the north end of the project alignment (HA-10) to explore subgrade soil conditions for the planned road embankment crossing. The pavement exploration locations were selected to alternate between the north- and south-bound lanes to provide a better statistical average of conditions along the entire width of Nishiwaki Lane (for greater construction traffic routing flexibility). The detailed locations of these exploration locations are depicted on Figure 2b. Our field exploration and laboratory testing procedures are described below, and the hand auger exploration logs and laboratory test results are presented in Attachments 1 and 2, respectively. Subsurface conditions interpreted from explorations advanced at the site as part of our current study, in conjunction with soil properties inferred from field and laboratory tests, formed the basis for the conclusions and recommendations in this report. The specific number, location, and depth of our explorations were selected considering the proposed site features, under the constraints of site access, underground utility conflicts, and budget. The explorations reveal subsurface conditions only at discrete locations across the project site, and actual conditions in other areas could vary. Furthermore, the nature and extent of any such variations will not become evident until additional explorations are performed or until construction activities begin. If significant variations are observed at that time, we may need to modify our conclusions and recommendations in this report to reflect the actual site conditions. Hand Auger Exploration Procedures The hand borings were completed by a Hart Crowser engineer or geologist on November 8 and 9, 2018, to a maximum depth of about 5.0 feet, using a post-hole digger, trenching shovel, and hand auger. Relative Page 3 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 3 density of the soil was evaluated using a 1/2-inch-diameter steel hand T-probe. Our representative logged the subsurface conditions and collected soil samples at each change in soil composition. All samples were stored in watertight containers and later transported to our laboratory for further visual review and testing. After each hand boring was completed, we backfilled it with excavated soil and tamped the surface. We prepared detailed excavation logs for each hand auger boring (see Attachment 1). The logs describe the vertical sequence of soils and materials encountered in each hand boring, based primarily on our field classifications and supported by our subsequent laboratory review and testing, if applicable. Our logs also indicate the approximate depths of any side wall caving or groundwater seepage observed, as well as all sample numbers and sampling locations. Practical hand excavation refusal may have been noted on some of the exploration logs; this typically occurs when gravelly or very dense/hard soils are encountered and it is not possible to advance the auger hole deeper using hand excavation methods. Dynamic Cone Penetration (DCP) Testing Procedures We advanced nine DCP test probes (labeled DCP-1 through DCP-9) at each pavement exploration location (HA-1 through HA-9), to evaluate the support characteristics of the existing pavement CRBC and subgrade soils. The DCP consists of a steel extension shaft assembly with a 60-degree hardened steel cone tip attached to one end which is driven into the subgrade by means of a sliding dual mass hammer. DCP testing was conducted in accordance with ASTM D 6951/D 6951M-09. The recorded penetration blow counts were used to calculate estimated values of Resilient Modulus (Mr) and California Bearing Ratio (CBR) of the CRBC and subgrade soils. DCP testing was conducted by a member of Hart Crowser’s geotechnical engineering staff. The DCP field data and associated plots of Mr and CBR values are included in Attachment 2. Asphalt Pavement Conditions The AC cores at the exploration locations (HA-1 through HA-9) indicate the presence of a relatively consistent, minimum 6-inch-thick AC pavement layer throughout the project alignment. This AC was observed to consist of two historically separate AC pavement layers; the bottom one 4-inches thick and the top one 2-inches thick or more. The CRBC layer below the AC was observed to be a consistent 12-inches thick, or more. The existing pavement layer thicknesses for each hand auger exploration location are summarized in Table 1. Page 4 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 4 Table 1 – Existing Pavement Layer Thicknesses Pavement Layer Layer Thickness (inches) HA-1 HA-2 HA-3 HA-4 HA-5 HA-6 HA-7 HA-8 HA-9 Upper AC 2.0 2.0 2.0 2.0 2.3 2.3 2.0 2.3 2.8 Lower AC 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 4.0 CRBC 12.0 12.5 13.0 13.1 12.7 15.6 12.9 10.4 12.0 It should be noted that the lower 4-inch AC layer in the majority of the cores (6 out of 9) were found to break up during removal, either due to the difficulty of removing the core from the hole or possible weakness due to age. Three of the cores (from HA-1, HA-4, and HA-8) were removed from the holes intact and did not show evidence of weakness or aging. Soil Conditions The explorations along Nishiwaki Lane indicate that the subgrade soil below the existing pavement section consists of medium dense to dense gravel fill with sand and relatively low fines content (generally 5 percent or less, based on laboratory grain size analyses). These conditions were found to be consistent along the project alignment. The ditch road crossing exploration indicates the presence of about 2 feet of dense on-site fill (of similar composition as the native soil below Nishiwaki Lane), overlying loose, native sand with gravel (also relatively low fines content on the order of 5 percent). Groundwater Conditions Groundwater seepage was encountered at a depth of about 3 feet in the drainage ditch exploration, but not in any of the explorations along Nishiwaki Lane. Generally, the upper sandy/gravelly soils below the existing Nishiwaki pavement and the drainage ditch surface were observed to be relatively well-drained sand and gravel. Groundwater levels presented herein were observed at the times indicated on the exploration logs. Throughout the year, groundwater levels are expected to fluctuate in response to changing precipitation patterns, off-site construction activities, changes in site use, or other factors. Soil Laboratory Testing Soil samples were visually classified in the field and then taken to our laboratory, where the classifications were verified in the relatively controlled environment. We classified soil in general accordance with ASTM D2487, as presented on Figure A-1 (Unified Soil Classification System) in Page 5 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 5 Attachment 1. Our laboratory then evaluated the basic index and geotechnical engineering properties of the site soils by determining water content and analyzing grain size. The laboratory test results are presented in Attachment 3 and noted on the exploration logs. Water content was determined for a representative number of samples in general accordance with ASTM D2216, as soon as possible following the samples’ arrival in our laboratory. Grain size distribution was analyzed on representative samples in general accordance with ASTM D422. Wet sieve analysis was used to determine size distribution greater than the U.S. No. 200 mesh sieve. Results for these three tests are summarized in Table B-1. The grain size distribution test results are shown on Figure B-2 (Particle Size Distribution Test Report), which is a plot of percent fines by weight versus grain size. The samples tested for grain size distribution are also noted on the exploration logs. Conclusions and Recommendations This section presents our geotechnical conclusions and recommendations relative to the proposed use of Nishiwaki Lane for construction truck traffic and the temporary ditch crossing, based on our current understanding of the project. Our geotechnical investigation and engineering analysis have been performed in accordance with generally accepted geotechnical practice. If the nature or location of the project is different than we have assumed, Hart Crowser should be notified so we can confirm or modify our recommendations. Existing Asphalt Pavement Evaluation We evaluated the potential impact of the proposed construction traffic on the existing pavement using the 1993 American Association of State Highway and Transportation Officials (AASHTO) Flexible Pavement Structural Design method. This is a performance-based pavement thickness analysis method that uses present serviceability index (PSI) values to define the pavement quality at the starting/initial point (Pi) and end/terminal point (Pt) of the pavement’s assumed useful life. The difference between the two defines the assumed serviceability loss (dPSI). PSI values range from 5 (perfect condition) to 0 (impossible to travel). Asphalt-paved secondary roads or local streets (similar to Nishiwaki Lane) are typically designed with an initial serviceability index of 4.2 and a terminal index of 2.0 (over a typical 20-year pavement life). For this evaluation, we assumed a Pi of 4.2 and Pt of 3.9, with a dPSI of 0.3 (smallest differential allowed by the analysis method). This simulates the desired minimal impact of the proposed construction traffic on the overall life of the existing pavement section, regardless of what stage of its useful life it is in. A summary of these and other key AASHTO parameters that we used in our existing pavement analysis is presented in Table 2. Page 6 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 6 Table 2 – AASHTO Flexible Pavement Design Parameters Design Parameter Design Value Initial Serviceability Index (Pi) 4.2 Terminal Serviceability Index (Pt) 3.9 Reliability Level – Percent (R) 85 Standard Deviation (S0) 0.5 Design Life – Years 2 Layer Coefficient – Upper 2-inch AC layer (a1) 0.40 Layer Coefficient – Lower 4-inch AC layer (a1) 0.34 Layer Coefficient – CRBC (a2) 0.14 Drainage Coefficient (Cd) 1 Resilient Modulus (Mr) – Aggregate Base (psi) 28,000 Resilient Modulus (Mr) – Soil Subgrade (psi) 12,000 It should be noted that the structural layer coefficients for the top and lower AC layers were lowered from the 0.44 value typically used for new pavements, to reflect the potential age/weakness of the existing pavement. For comparison, the coefficient value of 0.34 that was used in our analysis for the lower 4-inch AC layer is what is typically used for Asphalt Treated Base (ATB), a weaker AC surfacing material with less asphalt binder that is often used for temporary construction haul roads. These layer coefficients result in an AASHTO structural number (SN) of approximately 3.84 for the existing pavement section (AC and CRBC combined). The pavement subgrade Resilient Modulus (Mr) value of 12,000 pounds per square inch (psi) that was used in our analysis was conservatively derived from the lower end of the range of DCP values measured in the field (upwards of 20,000 psi or more). This assumed subgrade support value is generally equivalent to a California Bearing Ratio (CBR) value on the order of 10 percent, which is generally appropriate for densely compacted, granular soil (such as select structural fill). For the design traffic volume, we assumed conservatively that each fully loaded dump truck and trailer trip would travel in the same lane along Nishiwaki Lane, so no lane reduction factors were applied. The total number of anticipated one-way truck trips for the roughly two-year construction period is on the order of 29,900. Using a truck factor (TF) of 3.5 for the five-axle truck and trailer dump truck configuration, this results in a design Equivalent Single 18-kip Axle Load (ESAL) of about 105,000. This is roughly equivalent to a Traffic Index (TI) value of about 5.2. Page 7 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 7 For the existing pavement conditions and anticipated traffic volume outlined above, our AASHTO pavement thickness analysis indicates that the existing Nishiwaki Lane can support the proposed construction dump truck hauling, with minimal degradation or reduction in the life of the existing AC pavement section. Based on our analysis, the minimum required AASHTO design SN for the anticipated truck traffic is 2.20, which is significantly less than the estimated SN of 3.84 for the existing pavement section (based on a relatively conservative assumption for AC and subgrade soil support parameters). It should be noted that our analysis is representative of the relatively good pavement/subgrade conditions observed at the exploration locations. Although these conditions were found to be consistent at all exploration locations along the project alignment, weaker pavement/subgrade conditions may be present in unexplored areas of the planned truck haul route. Such weaker areas may be subject to localized pavement degradation from the heavy truck traffic, which in turn may require some pavement repairs following construction. Temporary Access Road Ditch Crossing The near-surface soil at the planned north-end drainage ditch access road crossing location consists of medium dense to dense, gravel with sand, which is generally considered suitable to support a road embankment. We recommend using structural fill (as discussed subsequently) for this temporary access road embankment. The prepared embankment fill subgrade areas should be observed and approved by the geotechnical engineer. Generally, visible organic material (sod, topsoil, humus, roots larger than 1/4-inch in diameter, and/or other decaying plant material), debris, and other unsuitable materials should be removed from the subgrade areas. The prepared subgrade should be inspected for soft areas, if necessary, by observation or by proofrolling with a fully loaded, tandem-axle dump truck. Any identified soft or loose soil subgrade areas should be overexcavated to firm subgrade soil under the observation of a Hart Crowser field representative and backfilled with properly compacted structural fill, to limit potential risk of future road embankment settlement. Existing Cedar River Levee Embankment Stability Given the setback distance between Nishiwaki Lane and the river, we do not anticipate that the proposed construction truck traffic will have any adverse impact on the stability of the nearby U.S. Army Corps of Engineers’ river levees. Structural Fill We recommend that the planned ditch road crossing embankment be constructed using structural fill. The suitability of soil used for structural fill depends primarily on its grain size distribution and moisture content when placed. As the fines content (soil fraction passing the US No. 200 mesh sieve) increases, soil becomes more sensitive to small changes in moisture. Soil containing more than about 5 percent Page 8 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 8 fines (by weight) cannot be consistently compacted to a firm, relatively unyielding condition when the moisture content is more than 2 percent above or below optimum. Structural fill must also be free of organic matter and other debris. Generally, any fill material with moisture content at or near optimum can be compacted as structural fill provided it is placed on a firm and relatively unyielding subgrade surface. However, for fill placement during wet-weather site work, we recommend using clean fill, which refers to soil that has a fines content of 5 percent or less (by weight) based on the soil fraction passing the U.S. No. 4 sieve. Clean fill should meet the requirements specified in the imported structural fill subsection below. We recommend the following for structural fill placement and compaction:  Place and compact all structural fill in lifts with a loose thickness no greater than 8 to 10 inches. If small, hand-operated compaction equipment is used to compact structural fill, such as within 12 inches of utility pipes or other structures, the lifts should not exceed 4 to 6 inches in loose thickness, depending on the equipment used. The maximum particle size within the structural fill should be limited to two-thirds of the loose lift thickness, to allow full compaction of the soil surrounding the large particles.  Generally, compact the structural fill to a minimum of 95 percent of the modified Proctor maximum dry density, as determined by the ASTM D1557 test procedure.  Control the moisture content of the fill to within 2 percent of the optimum moisture based on laboratory Proctor tests. The optimum moisture content corresponds to the maximum attainable Proctor dry density.  Perform a representative number of in-place density tests to verify adequate compaction. In addition, a Hart Crowser representative should verify each structural fill lift and the subgrade area below it.  Place structural fill only on dense and relatively unyielding subgrade. If subgrade areas are wet and/or yielding, clean material with a gravel content (material coarser than a U.S. No. 4 sieve) of at least 30 to 35 percent may be needed to bridge moisture-sensitive subsoils. In certain cases, clean crushed rock or quarry spalls, in combination with a suitable geofabric subgrade separation layer, may be required to stabilize weak or wet subgrade soil. Use of On-Site Soil as Structural Fill The native gravel with sand (relatively low fines content), or similar on-site fill soil from elsewhere on the construction site, is generally considered suitable for use as structural fill. Page 9 of 61 Nishiwaki Lane 19414-00 October 26, 2018 Page 9 We recommend that excavated soil intended for reuse as structural fill be stockpiled separately and reviewed by a Hart Crowser representative for suitability. Such stockpiles should be protected with plastic sheeting to prevent them from becoming overly wet during rainy weather. Organic or other unsuitable material should be segregated and removed from the stockpile of on-site soil to be reused as fill. Note that the silty on-site soil is not considered suitable for use as free-draining material. Imported Structural Fill Imported structural fill should be well-graded sand with a low fines content, free of organic and unsuitable materials. Generally, imported structural fill for most applications should meet the requirements in WSDOT Gravel Borrow, Section 9-03.14(1), with the added requirement that the fines content should not exceed 5 percent. Recommended Additional Geotechnical Services Recommendations discussed in this report should be reviewed and modified as needed during the final design stages of the project (i.e., post-report design services). Geotechnical construction observation should also be incorporated into the construction plans. The following sections present our recommended additional geotechnical engineering services specific to this project. Construction Observation Services The future performance and integrity of the project will depend largely on proper site preparation, drainage, fill placement, and construction procedures. Monitoring and testing by experienced geotechnical personnel is an integral part of the construction process. The purpose of geotechnical construction observation is to verify compliance with design concepts and recommendations and to allow design changes or evaluation of appropriate construction methods if subsurface conditions differ from those anticipated. Consequently, we recommend retaining Hart Crowser to provide the following construction observation services specific to this project:  Observe all exposed road fill embankment subgrades after completion of stripping and excavation to confirm that suitable soil conditions have been reached and to determine appropriate subgrade preparation methods;  Observe and test the compaction of all structural fill to verify conformance with specifications; and  Assist with any other geotechnical questions that may arise during construction. Page 10 of 61 Page 11 of 61 Document Path: L:\Notebooks\1941400_Nishiwaki_Lane_Pavement_Evaluation\GIS\1941400_Vmap.mxd Date: 10/18/2018 User Name: melissaschweitzerNishiwaki Lane Pavement Evaluation Renton, Washinton Vicinity Map 19414-00 10/18 Figure1 0 2,0 00 4,0 001,0 00 Feet Project Locatio n Se attle WASHINGTON Oregon Renton Idaho Sources: Esri, HERE, Garmin, USGS, Intermap, INCREMENT P, NRCan, Esri Japan, METI, Esri China (Hong Kong), Esri Korea, Esri (Thailand), NGCC, © OpenStreetMap contributors, and the GIS User Community N Page 12 of 61 Overall Site and Ex ploration Plan Figure2aDocument Path: \\seafs\Projects\Notebooks\1941400_Nishiwaki_Lane_Pavement_Evaluation\GIS\1941400_SP.mxd Date: 10/23/2018 User Name: melissaschweitzerNishiwaki Lane Pavem ent Evaluation Renton, Washington 19414-00 10/18 !( !(!(!(!(!(!( !(!(!( NIS HIWAKI L ANE N 6TH STN R IVE RSIDE DRHA-10 HA-9/DCP-9 HA-8/DCP-8 HA-7/DCP-7 HA-6/DCP-6 HA-5/DCP-5 HA-4/DCP-4 HA-3/DCP-3 HA-2/DCP-2 HA-1/DCP-1 N0 200 400100 Feet Note: Feature locations are approxim ate. Source: Esri, D igitalGlobe, GeoEye, Ear thstar Geographics, C NES/Airbus DS, USD A, USGS, AeroGR ID, IGN, and the GIS User Community LEGEND !(Hand Auger Boring !(Hand Auger Boring w ith D ynamic C one P enetrom eter Detailed Site and Exploration P lan Lim its (See Figure 2b) Page 13 of 61 Document Path: \\seafs\Projects\Notebooks\1941400_Nishiwaki_Lane_Pavement_Evaluation\GIS\1941400_SP2.mxd Date: 10/22/2018 User Name: melissaschweitzer!( !( !( !(NISHIWAKI LANEHA-10 HA-7/D CP-7 HA-8/D CP-8 HA-9/D CP-9 N RIVERSIDE DRNishiwaki Lane Pavement Evaluation Renton, Washington Detailed Site and Exploration Plan 19414-00 10/18 Figure2b N Note: Feature locations are approximate. !( !(NISHIWAKI LANEHA-5/D CP-5 HA-6/D CP-6 N RIVERSIDE DR!( !( !( !(NISHIWAKI LANEHA-1/D CP-1HA-2/D CP-2 HA-3/D CP-3 HA-4/D CP-4 N RIVERSIDE DRSource: Aerial photograph provided by Hexagon Imagery Program Data. LEGEND !(Hand A uger Boring !(Hand A uger Boring w ith D ynamic Co ne Pe netrometer 0 80 16040 Feet Page 14 of 61 19414-00 October 26, 2018 ATTACHMENT 1 Hand Auger Logs Page 15 of 61 Figure A-1Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington  19414-00 Key to Exploration Logs Sheet 1 of 1 Moisture Dry Moist Wet Absence of moisture, dusty, dry to the touch Damp but no visible water Visible free water, usually soil is below water table Cuttings 0 5 11 31 Very loose Loose Medium dense Dense Very dense to to to to to >30 to to to to >50 4 10 30 50 Very soft Soft Medium stiff Stiff Very stiff Hard 0 2 5 9 16 1 4 8 15 30 Well Symbols Sample Description Relative Density/Consistency Soil density/consistency in borings is related primarily to the standard penetration resistance (N). Soil density/consistency in test pits and probes is estimated based on visual observation and is presented parenthetically on the logs. N(Blows/Foot)SILT or CLAY Consistency SAND or GRAVEL Relative Density N(Blows/Foot) Slough Estimated Percentage Well Tip or Slotted Screen Clean Gravels Gravels Sands with few Fines Sands Sands with Fines (>12% fines) 1.5" I.D. Split Spoon 3.0" I.D. Split Spoon Core Run Groundwater Indicators Soil Test Symbols Sonic Core Thin-walled SamplerModified California Sampler Grab Sample Symbols Groundwater Level on Date or At Time of Drilling (ATD) Groundwater Level on Date Measured in Piezometer Groundwater Seepage (Test Pits) Identification of soils in this report is based on visual field and laboratory observations which include density/consistency, moisture condition, grain size, and plasticity estimates and should not be construed to imply field nor laboratory testing unless presented herein. ASTM D 2488 visual-manual identification methods were used as a guide. Where laboratory testing confirmed visual-manual identifications, then ASTM D 2487 was used to classify the soils. Gravels with Fines Elastic Silt; Elastic Silt with Sand or Gravel; Sandy or Gravelly Elastic Silt (5-12% fines) (>12% fines) Poorly Graded Gravel with Clay; Poorly Graded Gravel with Clay and Sand Graph GW-GM Symbols GW GW-GC GC SW SP SW-SM SW-SC SP-SM SP-SC SM SC ML MH (<5% fines) Poorly Graded Sand with Clay; Poorly Graded Sand with Clay and Gravel Typical Descriptions Well-Graded Gravel; Well-Graded Gravel with Sand Poorly Graded Gravel; Poorly Graded Gravel with Sand Clayey Gravel; Clayey Gravel with Sand %F AL CA CAUC CAUE CBR CIDC CIUC CK0DC CK0DSS CK0UC CK0UE CRSCN DSS DT GS HYD ILCN K0CN kc kf MD OC OT P PID PP SG TRS TV UC UUC VS WC Percent Passing No. 200 Sieve Atterberg Limits (%) Chemical Analysis Consolidated Anisotropic Undrained Compression Consolidated Anisotropic Undrained Extension California Bearing Ratio Consolidated Drained Isotropic Triaxial Compression Consolidated Isotropic Undrained Compression Consolidated Drained k0 Triaxial Compression Consolidated k0 Undrained Direct Simple Shear Consolidated k0 Undrained Compression Consolidated k0 Undrained Extension Constant Rate of Strain Consolidation Direct Simple Shear In Situ Density Grain Size Classification Hydrometer Incremental Load Consolidation k0 Consolidation Constant Head Permeability Falling Head Permeability Moisture Density Relationship Organic Content Tests by Others Pressuremeter Photoionization Detector Reading Pocket Penetrometer Specific Gravity Torsional Ring Shear Torvane Unconfined Compression Unconsolidated Undrained Triaxial Compression Vane Shear Water Content (%) Sand Pack Monument Surface Seal Bentonite Seal Well Casing Well-Graded Sand; Well-Graded Sand with Gravel Poorly Graded Sand; Poorly Graded Sand with Gravel Silty Sand; Silty Sand with Gravel Silty Gravel; Silty Gravel with Sand PT CL-ML Clayey Sand; Clayey Sand with Gravel Silt; Silt with Sand or Gravel; Sandy or Gravelly Silt Fine Grained Soils More than 50% of Material Passing No. 200 Sieve Silts Well-Graded Gravel with Silt; Well-Graded Gravel with Silt and Sand Well-Graded Gravel with Clay; Well-Graded Gravel with Clay and Sand Poorly Graded Gravel with Silt; Poorly Graded Gravel with Silt and Sand Sand and Sandy Soils More than 50% of Coarse Fraction Passing No. 4 Sieve Gravel and Gravelly Soils More than 50% of Coarse Fraction Retained on No. 4 Sieve Coarse Grained Soils More than 50% of Material Retained on No. 200 Sieve GP GP-GM GP-GC GM Major Divisions Well-Graded Sand with Silt Well-Graded Sand with Silt and Gravel (<5% fines) Well-Graded Sand with Clay; Well-Graded Sand with Clay and Gravel Poorly Graded Sand with Silt; Poorly Graded Sand with Silt and Gravel (5-12% fines) USCS USCS Soil Classification Chart (ASTM D 2487) Peat - Decomposing Vegetation - Fibrous to Amorphous Texture Organic Soil; Organic Soil with Sand or Gravel; Sandy or Gravelly Organic SoilOL/OH CH Fat Clay; Fat Clay with Sand or Gravel; Sandy or Gravelly Fat Clay Lean Clay; Lean Clay with Sand or Gravel; Sandy or Gravelly Lean ClayCL Clays Organics Highly Organic (>50% organic material) (based on Atterberg Limits) Silty Clay Silty Clay; Silty Clay with Sand or Gravel; Gravelly or Sandy Silty Clay Sand, Gravel Trace Few Cobbles, Boulders Trace Few Little Some Minor Constituents <5 5 -15 <5 5 -10 15 -25 30 -45 Liquid Limit (LL) Water Content (WC) Plastic Limit (PL) Signal Cable Vibrating Wire Piezometer (VP)KEY TO EXP LOGS (SOIL ONLY) - J:\GINT\HC_LIBRARY.GLB - 10/18/18 09:40 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerPage 16 of 61 S-1 GS, WC S-2 Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (12-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (medium dense to dense), moist, gray, angular sand, subangular to subrounded gravel. [FILL] Bottom of Borehole at 5.0 feet. Sample Data Hand-Auger Log HA-1 WC 10 20 30 40 Sheet 1 of 1 Figure A-2Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Fines Content (%) Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.492086 Long: -122.212309 Rig Model/Type:Hand Auger Total Depth:5 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-1 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 25 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer2 5 0 1 2 3 4242322210 1 2 3 4 5 Page 17 of 61 S-1 S-2 WC Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (12.5-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] Bottom of Borehole at 1.6 feet. Sample Data Hand-Auger Log HA-2 WC 10 20 30 40 Sheet 1 of 1 Figure A-3Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.492121 Long: -122.212356 Rig Model/Type:Hand Auger Total Depth:1.62 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-2 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 25 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer5 5 0 1 2 3 4242322210 1 2 3 4 Page 18 of 61 Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (13-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] Bottom of Borehole at 2.0 feet. Hand-Auger Log HA-3 Sheet 1 of 1 Figure A-4Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogMaterial Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.492633 Long: -122.212525 Rig Model/Type:Hand Auger Total Depth:2 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-3 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 24 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer0 1 2 3 4232221200 1 2 3 4 Page 19 of 61 Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (13.1-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 4.0 feet. Hand-Auger Log HA-4 Sheet 1 of 1 Figure A-5Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogMaterial Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.493856 Long: -122.212586 Rig Model/Type:Hand Auger Total Depth:4 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-4 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 23 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer0 1 2 3 4222120190 1 2 3 4 Page 20 of 61 S-1 Asphalt concrete (two layers: 4-inch thick lower with a 2.25-inch thick overlay) Crushed rock, base aggregate (12.65-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 2.8 feet. Sample Data Hand-Auger Log HA-5 Sheet 1 of 1 Figure A-6Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.495184 Long: -122.213020 Rig Model/Type:Hand Auger Total Depth:2.8 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-5 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 23 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer4 0 1 2 3 4222120190 1 2 3 4 Page 21 of 61 Asphalt concrete (two layers: 4-inch thick lower with a 2.25-inch thick overlay) Crushed rock, base aggregate (15.55-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 4.3 feet. Hand-Auger Log HA-6 Sheet 1 of 1 Figure A-7Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogMaterial Description Date Started:10/8/18 Date Completed:10/8/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.496514 Long: -122.213534 Rig Model/Type:Hand Auger Total Depth:4.3 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-6 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 22 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer0 1 2 3 4212019180 1 2 3 4 Page 22 of 61 S-1 WC Asphalt concrete (two layers: 4-inch thick lower with a 2-inch thick overlay) Crushed rock, base aggregate (12.9-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), trace low plasticity fines, (dense to very dense), moist, brown, angular sand, subangular to rounded gravel. [FILL] Bottom of Borehole at 3.0 feet. Sample Data Hand-Auger Log HA-7 WC 10 20 30 40 Sheet 1 of 1 Figure A-8Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.497843 Long: -122.213968 Rig Model/Type:Hand Auger Total Depth:3 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-7 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 23 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:41 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer3 0 1 2 3 4222120190 1 2 3 4 Page 23 of 61 S-1 S-2 GS, WC Asphalt concrete (two layers: 4-inch thick lower with a 2.25-inch thick overlay) Crushed rock, base aggregate (10.35-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), trace low plasticity fines, (dense to very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] POORLY GRADED GRAVEL WITH SILT AND SAND (GP-GM), (medium dense to dense), moist, brown, angular sand, subangular to subrounded gravel. Bottom of Borehole at 3.9 feet. Sample Data Hand-Auger Log HA-8 WC 10 20 30 40 Sheet 1 of 1 Figure A-9Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Fines Content (%) Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.499133 Long: -122.214478 Rig Model/Type:Hand Auger Total Depth:3.9 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-8 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 22 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:42 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer6 4 0 1 2 3 4212019180 1 2 3 4 10 Page 24 of 61 S-1 WC Asphalt concrete (two layers: 4-inch thick lower with a 2.75-inch thick overlay) Crushed rock, base aggregate (12-inches thick) POORLY GRADED GRAVEL WITH SAND (GP), trace low plasticity fines, (dense to very dense), moist, brown, angular sand, subangular to subrounded gravel. [FILL] Refusal at 1.9 feet. Sample Data Hand-Auger Log HA-9 WC 10 20 30 40 Sheet 1 of 1 Figure A-10Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.499253 Long: -122.214532 Rig Model/Type:Hand Auger Total Depth:1.9 feet Location and ground surface elevations are approximate. Dynamic Cone Penetration test DCP-9 Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 21 feet Depth to Groundwater:Not Identified HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:42 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzer2 0 1 2 3 4201918170 1 2 3 4 Page 25 of 61 S-1 GS, WC S-2 WC S-3 GS, WC POORLY GRADED GRAVEL WITH SAND (GP), (dense), moist, gray, angular sand, angular to subrounded gravel. [FILL] WELL-GRADED GRAVEL WITH SAND (GW), (loose), wet, gray. grades to medium dense Bottom of Borehole at 3.7 feet. ATD Sample Data Hand-Auger Log HA-10 WC 10 20 30 40 Sheet 1 of 1 Figure A-11Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 General Notes: 1. Refer to Figure A-1 for explanation of descriptions and symbols. 2. Material descriptions and stratum lines are interpretive and actual changes may be gradual. Solid stratum lines indicate distinct contact between material strata or geologic units. Dashed stratum lines indicate gradual or approximate change between material strata or geologic units. 3. USCS designations are based on visual-manual identification (ASTM D 2488) unless otherwise supported by laboratory testing (ASTM D 2487). 4. Groundwater level, if indicated, is at time of drilling/excavation (ATD) or for date specified. Level may vary with time.Depth (feet)Elevation (feet)Depth (feet)Graphic LogNumber TestsTypeLength (inches)Material Description Fines Content (%) Date Started:10/9/18 Date Completed:10/9/18 Logged by:J. Robinson Checked by:R. Hyllseth Horizontal Datum:WGS 84 Vertical Datum:NAVD 88 Location:Lat: 47.499338 Long: -122.214470 Rig Model/Type:Hand Auger Total Depth:3.7 feet Location and ground surface elevations are approximate.Comments: Contractor/Crew:Hart Crowser Ground Surface Elevation: 20 feet Depth to Groundwater:3 feet HC PUSH PROBE - F:\GINT\HC_LIBRARY.GLB - 10/26/18 15:42 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerWater Level4 4 3 0 1 2 3 4191817160 1 2 3 4 5 5 Page 26 of 61 19414-00 October 26, 2018 ATTACHMENT 2 Dynamic Cone Penetrometer Data Plots Page 27 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-1 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 425 1 5 449 1 5 460 1 5 471 1 5 489 1 5 507 1 5 528 1 5 553 1 5 578 1 5 599 1 5 625 1 5 652 1 5 682 1 5 716 1 5 746 1 5 790 1 5 837 1 5 890 1 5 987 1 5 1120 1 5 1225 1 0 5 10 15 20 25 30 35 40 45 50 55 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 0 5000 10000 15000 20000 25000 DEPTH, inResilient Modulus, psi Page 28 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-2 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 032 2 543 2 558 1 564 1 570 1 573 1 10 80 1 10 86 1 15 91 1 15 96 1 15 103 1 15 107 1 15 111 1 10 119 1 10 130 1 10 136 1 10 143 1 10 155 1 10 159 1 10 162 1 10 172 1 10 188 1 10 199 1 10 206 1 10 217 1 10 223 1 10 240 1 10 252 1 10 261 1 10 269 1 10 274 1 10 284 1 10 291 1 10 302 1 10 315 1 10 328 1 10 354 1 10 381 1 10 399 1 10 412 1 10 429 1 10 441 1 5 458 1 0 5 10 15 20 0.1 1.0 10.0 100.0 1000.0 10000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0 10000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 0 10000 20000 30000 40000 50000 60000 DEPTH, inResilient Modulus, psi Page 29 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-3 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 503 1 10 553 1 10 580 1 10 595 1 10 605 1 10 615 1 10 620 1 10 625 1 10 635 1 10 640 1 10 648 1 10 653 1 10 658 1 10 668 1 10 675 1 10 683 1 10 689 1 10 705 1 10 716 1 10 720 1 10 725 1 10 732 1 10 743 1 10 749 1 10 755 1 10 760 1 10 765 1 10 778 1 10 782 1 10 785 1 10 794 1 10 810 1 10 827 1 10 842 1 10 860 1 10 878 1 10 895 1 10 920 1 15 976 1 15 1010 1 20 1072 1 20 1151 1 20 1225 1 0 5 10 15 20 25 30 35 40 45 50 0.1 1.0 10.0 100.0 1000.0 10000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0 10000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 0 10000 20000 30000 40000 50000 60000 DEPTH, inResilient Modulus, psi Page 30 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-4 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 586.6 1 10 607.6 1 10 633.6 1 10 745.6 1 10 775.6 1 10 788.6 1 10 803.6 1 10 816.6 1 10 832.6 1 10 849.6 1 10 868.6 1 10 889.6 1 10 924.6 1 10 955.6 1 10 995.6 1 10 1045.6 1 10 1085.6 1 10 1134.6 1 10 1215.6 1 10 1357.6 1 10 1510.6 1 4 1580.6 1 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 0 5000 10000 15000 20000 25000 30000 DEPTH, inResilient Modulus, psi Page 31 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-5 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 712.8 1 10 757.8 1 10 782.8 1 10 797.8 1 10 817.8 1 10 842.8 1 10 862.8 1 10 875.8 1 10 890.8 1 10 903.8 1 10 912.8 1 10 922.8 1 10 935.8 1 10 944.8 1 10 958.8 1 10 962.8 1 10 973.8 1 10 982.8 1 10 992.8 1 10 1001.8 1 10 1018.8 1 10 1038.8 1 10 1057.8 1 10 1079.8 1 10 1107.8 1 10 1131.8 1 10 1157.8 1 10 1192.8 1 10 1232.8 1 10 1287.8 1 10 1358.8 1 10 1402.8 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 10 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 10000 20000 30000 40000 50000 DEPTH, inResilient Modulus, psi Page 32 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-6 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 315.2 1 10 341.2 1 15 352.2 1 15 361.2 1 15 379.2 1 15 394.2 1 15 415.2 1 15 474.2 1 15 519.2 1 15 547.2 1 15 580.2 1 15 628.2 1 15 657.2 1 15 758.2 1 15 869.2 1 15 1075.2 1 10 1253.2 1 5 1327.2 1 5 1378.2 1 7 1428.2 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 5000 10000 15000 20000 25000 30000 35000 40000 DEPTH, inResilient Modulus, psi Page 33 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-7 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 755.9 1 15 817.9 1 10 827.9 1 10 835.9 1 10 847.9 1 10 860.9 1 10 879.9 1 10 893.9 1 10 901.9 1 10 912.9 1 10 923.9 1 10 925.9 1 10 930.9 1 10 935.9 1 10 940.9 1 15 947.9 1 15 953.9 1 100 1030.9 1 25 1060.9 1 15 1235.9 1 15 1280.9 1 15 1320.9 1 15 1360.9 1 15 1440.9 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 10000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0 10000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 10000 20000 30000 40000 50000 60000 DEPTH, inResilient Modulus, psi Page 34 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-8 Soil Type(s):GP-GM No. of Accumulative Type of Blows Penetration Hammer (mm) 0 196.75 1 10 218.75 1 10 226.75 1 15 237.75 1 15 248.75 1 15 266.75 1 15 282.75 1 15 296.75 1 15 304.75 1 15 321.75 1 15 329.75 1 15 389.75 1 15 453.75 1 15 492.75 1 15 558.75 1 15 618.75 1 10 693.75 1 10 825.75 1 5 873.75 1 5 928.75 1 5 1015.75 1 5 1138.75 1 5 1233.75 1 5 1383.75 1 0 5 10 15 20 25 30 35 40 45 50 55 60 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 55 60 0 10000 20000 30000 40000 50000 DEPTH, inResilient Modulus, psi Page 35 of 61 DCP TEST DATA File Name:DCP2000 Project:Nishiwaki Lane Date: 8-Oct-18 Location: DCP-9 Soil Type(s):GP No. of Accumulative Type of Blows Penetration Hammer (mm) 0 110 1 15 150 1 15 187 1 15 214 1 15 234 1 15 253 1 15 265 1 15 275 1 15 300 1 15 342 1 15 412 1 10 425 1 10 430 1 10 455 1 15 525 1 10 770 1 5 875 1 5 971 1 5 1065 1 5 1090 1 15 1101 1 10 1119 1 0 5 10 15 20 25 30 35 40 45 50 0.1 1.0 10.0 100.0 1000.0 0 127 254 381 508 635 762 889 1016 0.1 1.0 10.0 100.0 1000.0DEPTH, in.CBR DEPTH, mm10.1 lbs. 17.6 lbs. Both hammers used Soil Type CH CL All other soils Hammer 0 5 10 15 20 25 30 35 40 45 50 0 10000 20000 30000 40000 50000 DEPTH, inResilient Modulus, psi Page 36 of 61 19414-00 October 26, 2018 ATTACHMENT 3 Soil Laboratory Test Results Page 37 of 61 HA-1 S-1 0.9 3.9 5 22 73 HA-2 S-2 1.1 5.0 HA-7 S-1 0.8 5.8 HA-8 S-2 1.5 10.0 10 33 57 HA-9 S-1 1.7 6.8 HA-10 S-1 1.0 6.2 5 34 61 HA-10 S-2 2.0 9.3 HA-10 S-3 2.7 13.5 5 36 59 Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 Sheet 1 of 1 Figure B-1Summary of Laboratory Results Dry Density (pcf) Fines (%) Sand (%) Liquid Limit Water Content (%) Plastic Limit Plasticity Index Pocket Pen (tsf) Torvane (tsf) Organic Content (%) Exploration Sample ID Depth Gravel (%)HC LAB SUMMARY (FOR REPORTS) - F:\GINT\HC_LIBRARY.GLB - 10/24/18 09:38 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerPage 38 of 61 0 5 10 15 20 25 30 35 40 45 50 55 60 65 70 75 80 85 90 95 100 0.0010.010.1110100#10#4PERCENT FINER321-1/23/41/23/861Particle-Size Analysis % Sand#200#140#100#60#30#40#20D30LLPID85D60D50 14.994 10.655 12.299 11.884 12.297 6.541 7.826 8.360 5.580 0.879 1.581 2.200 1.067 0.134 0.250 0.553 0.413 0.135 0.322 5.02 1.02 1.50 1.27 D15 D10 Cc Cu 36.26 149.29 90.94 36.93 GRAIN SIZE - mm % Silt % Clay 72.8 56.6 61.0 59.4 % Gravel 0.0 0.0 0.0 0.0 % Cobbles Remarks: 4 10 6 13 USCSMC% 21.9 33.0 33.7 35.7 24.113 36.078 38.073 19.954 5.3 10.4 5.2 4.8 GP-GM GW-GM GW-GM GW-GM U.S. SIEVE OPENING IN INCHES U.S. SIEVE NUMBERS HYDROMETER Sheet 1 of 1 Figure B-2 Source: HA-1 Source: HA-8 Source: HA-10 Source: HA-10 Sample No.: S-1 Sample No.: S-2 Sample No.: S-1 Sample No.: S-3 Depth: 0.9 to 1.1 Depth: 1.5 to 1.8 Depth: 1.0 to 1.3 Depth: 2.7 to 2.9 Location and Description Pavement Crushed Rock Base Course Pavement Subgrade Soil (Native) Existing Ditch Fill Soil Existing Ditch Native Soil Project: Location: Project No.: Nishiwaki Lane Pavement Evaluation Renton, Washington 19414-00 POORLY GRADED GRAVEL WITH SILT AND SAND WELL-GRADED GRAVEL WITH SILT AND SAND WELL-GRADED GRAVEL WITH SILT AND SAND WELL-GRADED GRAVEL WITH SILT AND SAND coarseCOBBLESGRAVEL finemediumfinecoarse SAND SILT OR CLAY HC GRAIN SIZE - F:\GINT\HC_LIBRARY.GLB - 10/24/18 09:39 - L:\NOTEBOOKS\1941400_NISHIWAKI_LANE_PAVEMENT_EVALUATION\FIELD DATA\PERM_GINT FILES\1941400_EXPLORATIONS.GPJ - melissaschweitzerPage 39 of 61 38'-6" 60'-0" Security Guard Shack. Power to be provided. Rolling Security Gate Closed Position Existing CB Rim (ELV-99.75') 10'-0" POC 10' South of existing MH 75' - 12" DI STS Culvert Insert 1:2 Slope max 1:2 Slope max POT Relocate PEDESTRAIN Xing Sign & Bollards New stripe TBM EL 100.0' (Valve Access Rim) ELV-99.94' ELV-99.95' ELV-98.36'ELV-98.36'ELV-98.37 ELV-98.36'ELV-98.33'ELV-98.36' ELV-98.35' ELV-98.33' ELV-99.35'ELV-99.62'ELV-99.81' ELV-99.82' ELV-99.85' ELV-99.87'ELV-99.84' ELV-99.80' ELV-99.92' ELV-99.35' ELV-99.91 ELV-100.07' Existing CB Rim (ELV-99.83') ELV-97.03'INV ELV-97.04'INV ELV-97.18' INV ELV-97.24'INV ELV-97.99'INV ELV-97.03' Gate Work Plan Rock and asphalt infill Gate Fence Post Gate Fence Post Rolling Security Gate Open Position Space allocated for two Boeing Security Parking Stalls Remove current motorcycle parking 33'18' Space allocated for motorcycle parking Page 40 – Temporary Construction Entrance Design Page 40 of 61 Page 41 - PBS Engineering – Preliminary Culvert Design Page 41 of 61 Goals: - Left turns only at major intersections for pedestrian safety. - No staging area. Proposed Ingress and Egress Route Page 43 - Trucking Route Page 42 of 61 Page 42 - Trucking Route Gate - Preliminary Information Page 43 of 61 Gate - Preliminary Information Page 44 of 61 Gate - Preliminary Information Page 45 of 61 Gate - Preliminary Information Page 46 of 61 Guard Shack - Preliminary Submittal Page 47 of 61 Guard Shack - Preliminary Submittal Page 48 of 61 Guard Shack - Preliminary Submittal Page 49 of 61 Guard Shack - Preliminary Submittal Page 50 of 61 Guard Shack - Preliminary Submittal Page 51 of 61 Guard Shack - Preliminary Submittal Page 52 of 61 Phase 1 – Fall 2018 - Winter 2018 Estimated Traffic Early November - Preload Placement 120 trucks per day for 2.5 weeks Regular Traffic outside of Preload 20-40 trucks per day *As low as 0-10 trucks per day Late January - Preload Removal 120 trucks per day for 2.5 weeks Project: 4-87 Hangar and Apron R Page 53-70 Project Phasing Plan Page 53 of 61 Phase 2 – Spring 2019 Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Late January – Start of Phase 80 trucks per day for 2 weeks Late May – End of Phase 80 trucks per day for 2 weeks Project: 4-87 Hangar and Apron R Page 54 of 61 Phase 3 – Summer 2019 Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Late May – Start of Phase 80 trucks per day for 2 weeks Early August – End of Phase 80 trucks per day for 2 weeks Project: 4-87 Hangar and Apron R Page 55 of 61 Phase 4 – Late Summer 2019 Estimated Traffic Regular Traffic during this Phase 20-30 Trucks per day *As low as 0-10 trucks per day Project: 4-87 Hangar and Apron R Page 56 of 61 Phase 5 – Fall 2019 Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Project: 4-87 Hangar and Apron R Page 57 of 61 Phase 6 – Winter 2020 - Spring 2020 Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Late December – Start of Phase 80 trucks per day for 2 weeks Early June – End of Phase 80 trucks per day for 2 weeks Project: Apron R Page 58 of 61 Phase 7 – Summer 2020 - Fall 2020 Estimated Traffic Regular Traffic during this Phase 20-50 Trucks per day *As low as 0-10 trucks per day June – Start of Phase 80 trucks per day for 2 weeks November – End of Phase 80 trucks per day for 2 weeks Project: Apron R Page 59 of 61 Phase 8 – Fall 2020 and Winter 2021 Estimated Traffic Regular Traffic during this Phase 20-40 Trucks per day *As low as 0-10 trucks per day Late November – Start of Phase 80 trucks per day for 2 weeks Early January – End of Phase 80 trucks per day for 2 weeks Project: Apron R Page 60 of 61 Catch basin protection where needed. Street sweeper to be used as needed. Silt Fence at temporary roadway permiters Wheel wash at project site. TESC Plan for project site included in permit set drawings. Page 61 of 61