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Report „---- �Ta \Fs- 000 i �`' v a � ,- . O � \i' ‘‘)� � • OFFICE COQ' RECEIVED G EO QESlGN? C..\\:1._...,..,...,,,,,, ..,, ,,, MAY 21 2018 CITY OF TlGAHD BUILDING DIVistnm ''' \\\\\\\\\\\: '' '-, ) ' ) i , r i I REPORT OF GEOTECHNICAL ENGINEERING SERVICES \\N JLR Washington Square SW Washington Square Road Tigard, Oregon For Don Rasmussen Company \\\ c/o Stratus Real Estate Developers, LLC November 13, 2017 GeoDesign Project: JLR-1-03 \ ff [ DESIGNY November 13, 2017 "�. Don Rasmussen Company c/o Stratus Real Estate Developers, LLC 9450 SW Gemini Drive #31339 Beaverton, OR 97008 Attention: Dirk Otis Report of Geotechnical Engineering Services JLR Washington Square SW Washington Square Road Tigard, Oregon GeoDesign Project: JLR-1-03 GeoDesign, Inc. is pleased to submit this report of geotechnical engineering services for the proposed Jaguar Land Rover dealership located southwest of SW Washington Square Road and SW Greenburg Road in Tigard, Oregon. Our services were conducted in accordance with our proposal dated June 22, 2017. We appreciate the opportunity to be of service to you. Please call if you have questions regarding this report. Sincerely, GeoDesign, Inc. George Saunders, P.E., G.E. Principal Engineer cc: Gene Mildren, Mildren Design Group (via email only) Ralph Turnbaugh, T.M. Rippey Consulting Engineers (via email only) RSK:GPS:kt Attachments One copy submitted(via email only) Document ID:JLR-1-03-1 1 1317-geor.docx ©2017 GeoDesign,Inc. All rights reserved. 9450 SW Commerce Circle,Suite 300 I Wilsonville,OR 97070 1503.968.8787 www.geodesigninc.com EXECUTIVE SUMMARY The following is a summary of our findings and recommendations for this project. This summary is limited to an overview of the project and we recommend that the report be referenced for a more thorough understanding of our findings and recommendations. Based on the results of our review of available grading information, subsurface explorations, and analyses, it is our opinion that the project can be constructed as planned, provided the recommendations in this report are incorporated into design and construction. The primary geotechnical engineering consideration for the proposed development is consolidation-induced settlement. The following factors will have an impact on design and construction of the proposed facility: • The native soil that underlies the site is compressible and will be prone to settlement under the proposed fill loads. • Foundation options currently under consideration consist of a surcharge program within building fill areas to pre-consolidate underlying compressible soil and soil improvement. Additional exploration, laboratory testing, and analysis is recommended to establish the most effective option to implement. • The building can be supported by conventional shallow foundations founded as recommended in this report. It may be necessary to remove additional subgrade material where very loose/soft soil is encountered. • Sand and silty sand deposits below the water table at the site are slightly susceptible to liquefaction or strain softening during a design-level seismic event. The liquefaction settlements would generally occur in discrete layers. We estimate that liquefaction-and strain-softened-induced ground settlement at less than 1Y2 inches could be expected under design levels of ground shaking. We anticipate differential settlement in the range of one- half of the total estimated settlement. • The local groundwater table was encountered as shallow at approximately 6.5 feet BGS. Dewatering systems will be necessary for construction excavations that extend below groundwater levels. Foundations drains around the perimeter of the building are recommended. • The on-site soil will provide inadequate support for construction equipment during the wet construction season and possibly during the dry season. Granular haul roads and working pads or cement amendment should be employed if earthwork will occur during the wet winter months. • On-site stormwater disposal by infiltration is not recommended for this site. CDESIGNU JLR-1-03:1 1 131 7 TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 1 .1 Past Work 1 1 .2 Project Understanding 1 2.0 SCOPE OF SERVICES 2 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Subsurface Conditions 3 4.0 DESIGN 4 4.1 General 4 4.2 Settlement 4 4.3 Surcharge 5 4.4 Seismic Considerations 6 4.5 Foundation Support 7 4.6 Floor Slabs 9 4.7 Retaining Structures 9 4.8 Pavements 10 4.9 Infiltration Systems 11 5.0 CONSTRUCTION 11 5.1 Site Preparation 11 5.2 Subgrade Protection 13 5.3 Permanent Slopes 13 5.4 Excavation 14 5.5 Materials 15 5.6 Erosion Control 19 6.0 OBSERVATION OF CONSTRUCTION 20 7.0 LIMITATIONS 20 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 Settlement Plate Detail Figure 3 Surcharge-Induced Lateral Earth Pressures Figure 4 CIDESIGN? JLR-1-03:1 1 1317 TABLE OF CONTENTS PAGE NO. APPENDICES Appendix A Field Explorations A-1 Laboratory Testing A-1 Exploration Key Table A-1 Soil Classification System Table A-2 Boring Logs Figure A-1-A-6 Atterberg Limits Test Results Figure A-7 Consolidation Test Results Figure A-8 Summary of Laboratory Data Figure A-9 SPT Hammer Calibration Appendix B Explorations completed by S&W B-1 Exploration Logs and Laboratory Testing Results ACRONYMS AND ABBREVIATIONS GEODESIGN? JLR-1-03:111317 1.0 INTRODUCTION This report presents the results of GeoDesign's geotechnical engineering services for the proposed Jaguar Land Rover dealership located southwest of SW Washington Square Road and SW Greenburg Road in Tigard, Oregon. Figure 1 shows the site vicinity relative to surrounding features. Figure 2 shows the proposed site layout with recent and past exploration locations. Appendix A presents a description of the field exploration and laboratory testing programs, the recent exploration logs, and results of laboratory testing. Logs of past explorations completed at the site are presented in Appendix B. Acronyms and abbreviations used herein are defined at the end of this document. 1.1 PAST WORK Our past work at the project site consists of a geotechnical due diligence letter' and an Environmental Services Report', which included a Phase I Environmental Site Assessment. We have also been provided a 2008 geotechnical engineering report' of the site vicinity prepared by Shannon &Wilson, Inc. (S&W). 1.2 PROJECT UNDERSTANDING Mildren Design Group (MDG) provided a grading plan of the site. We understand that improvements to the site consists of a 17,000-square-foot showroom; a 5,500-square-foot service drop off area; a 39,200-square-foot, three-story parking structure/service building, and an AC-paved parking lot. T.M. Rippey Consulting Engineers provided the following maximum structural loads for the building: • Parking Structure and Service Building Columns • Dead Load = 110 kips • Live Load = 90 kips • Snow Load = 22 kips • Showroom Columns • Dead Load = 67 kips • Live Load = 60 kips • Snow Load = 23 kips We understand that distributed floor loads will likely be on the order of 100 psf. ' GeoDesign,Inc. Geotechnical Engineering Services;Due Diligence Evaluation;JLR Washington Square;Tigard,Oregon, dated February 28,201 7. GeoDesign Project: JLR-1-01 2 GeoDesign,Inc.,2017. Environmental Services Report;New Building;Southwest of SW Washington Square Road and SW Greenburg Road;Tigard, Oregon,dated February 20,2017. GeoDesign Project: JLR-1-02 Shannon&Wilson, Inc.,2008. Geotechnical Engineering Report;Washington Square Too Redevelopments;Portland, Oregon,dated December 19,2008. Job No.24-1-03523-001 GEODESIGN= 1 JLR-1-03:111317 Based on the grading plan provided by MDG, we expect maximum cuts and fills will be on the order of 10 feet and 7 feet, respectively. It appears that up to 6-foot fills will be placed within the building footprints. If design loads and fills exceed the preceding values, this report may need to be revised. 2.0 SCOPE OF SERVICES The purpose of our geotechnical engineering evaluation was to further explore the subsurface conditions and provide geotechnical engineering recommendations for design and construction of the proposed development. Our specific scope of work included the following: • Coordinated and managed the field explorations, including public and private utility locates, access preparation, and scheduling subcontractors and GeoDesign field staff. • Completed the following subsurface explorations at the site: • Drilled four relatively deep borings to depths between 31.5 and 51.5 feet BGS • Drilled two relatively shallow borings to depths of 11.5 feet BGS • Collected soil samples for laboratory testing, and maintained a log of encountered soil and groundwater conditions in each exploration. • Completed the following laboratory testing: • Eighteen moisture content determinations in general accordance with ASTM D 2216 • One consolidation test in general accordance with ASTM D 2435 • Three particle-size analyses in general accordance with ASTM D 1 140 • Two Atterberg limits tests in general accordance with ASTM D 4318 • Provided recommendations for site preparation, grading and drainage, stripping depths, fill type for imported material, compaction criteria, cut and fill slope criteria, procedures for use of on-site soil, and wet weather earthwork procedures. • Provided foundation support recommendations for the proposed building, including soil bearing pressures, passive earth pressures and coefficient of friction, and anticipated settlement (both total and differential). • Provided recommendations for preparation of floor slab subgrade. • Provided design criteria recommendations for retaining walls, including lateral earth pressures, backfill, compaction, and drainage. • Provided recommendations for construction of AC pavements including subbase, base course, and AC paving thickness. • Provided seismic recommendations in accordance with the 2012 IBC and 2014 SOSSC. • Provided this geotechnical engineering report summarizing our explorations, laboratory testing, and conclusions and recommendations for use in design and construction. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The site includes Tax Lot 101 and all but the northeastern portion of Tax Lot 100 of Washington County Tax Map 1 S135BA and is currently occupied by a vacant restaurant building, location of a former movie theater building, a paved access road, and paved parking and landscaped areas. The concrete slab and presumably foundations and utilities of the former movie theater building are still present. The site topography is relatively flat. GEODESIGNz 2 JLR-1-03:1 1 1317 , 3.2 SUBSURFACE CONDITIONS We explored subsurface conditions at the site by drilling four relatively deep borings (B-1 through B-3 and B-6) and two relatively shallow borings (B-4 and B-5). The deep borings were completed to depths ranging between 31.5 and 51.5 feet BGS, and the shallow borings were completed to a depth of 11.5 feet BGS. Our knowledge of subsurface conditions is supplemented by explorations conducted by S&W. All exploration locations are shown on Figure 2. The exploration logs and laboratory test results from our explorations are presented in Appendix A. Pertinent explorations logs and laboratory testing results from S&W are presented in Appendix B. In general, the subsurface conditions consist of near-surface fills ranging up to approximately 13 feet thick underlain by fine-grained alluvium. The decomposed rock transitioning to basalt is present beneath the alluvium. Existing AC and aggregate base at the site is generally 2 inches and 4 inches thick, respectively. The following sections present a description of the soil units encountered in our explorations. 3.2.1 Fill Fill was encountered in all explorations conducted at the site. The fill ranges in thickness from 3.3 to 13 feet thick. Figure 2 provides a summary of the fill thickness at each exploration. In general, fill thickness is greatest on the southern end of the site. The fill is made up of silt and clay with varying amounts of gravel. SPT blow counts suggest that the fill has moderate variability and some amount of compaction with blow counts ranging from 7 to 22 blows per foot (generally above 12). Laboratory testing on select samples of the fill resulted in moisture contents of 12 to 28 percent at the time of exploration. 3.2.2 Fine-Grained Alluvium Alluvial silt, clay, and sand were encountered below to fill. SPT blow counts of the alluvium ranged from 0 to 23 blows per foot, with the lowest blow counts (0 to 2 blows per foot) occurring at depths ranging between 15 and 30 feet BGS. The thickness of the very soft to soft material (SPT blow counts less than 4) is as thick as 18 feet at the southern-most exploration (B-1); however, it reduces considerably toward the north. Laboratory testing on select samples of the alluvium resulted in moisture contents of 29 to 41 percent at the time of exploration. Consolidation testing indicates that the alluvium is moderately compressible. 3.2.3 Decomposed Rock Clay is generally encountered below a depth of approximately 32 to 40 feet BGS. The stiffness of the clay increases and transitions to a very stiff decomposed rock with depth. Based on our experience, this soil unit has very low compressibility characteristics. 3.2.4 Groundwater Groundwater could not be observed in our explorations due to the presence of drilling fluid. Groundwater has previously been measured at 6.5 feet BGS in an observation well, which was presumably during the winter of 2008. Soil samples were characterized as "wet" at depths as shallow 13 feet BGS at the time of our explorations. It is possible that groundwater can become GEODESIGN= 3 JLR-1-03:111317 perched at shallower depths during periods of persistent wet weather. The depth to groundwater is expected to fluctuate in response to seasonal changes, changes in surface topography, and other factors not observed in the site vicinity. 4.0 DESIGN 4.1 GENERAL The following sections provide our design recommendations for the development. The primary geotechnical considerations for the project are summarized in the "Executive Summary" and involve the compressible and settlement-prone nature of the soils under loading. The significant drivers involved are as follows: • The finished floor grade of the building varies from cuts up 5 feet at the northern end to fills up to 6 feet at the southern end. • The thickness of very soft alluvial silt increases from north to south. The result of these factors is differential settlement from the variable (fill) loading and soil settlement sensitivity across the building footprint. All site preparation and structural fill should be prepared as recommended in the "Construction" section. 4.2 SETTLEMENT The native soils that underlies the site are moderately compressible and prone to settlement under the proposed fill loads. We completed settlement analyses to assess potential settlement magnitudes under fill, floor slab, and foundation loads. Our analyses indicate that up to approximately 3 inches of settlement is possible at the southern end of the building under the combined loading of the fill, floor slab, and foundations. In contrast, the anticipated settlement at the northern cut end of the building under the combined loading of the floor slab and foundations is approximately%2 inch. Methods that can be employed to mitigate potential settlement include surcharging, ground improvement, and deep foundations. The two options currently under consideration include a surcharge program within building fill areas to pre-consolidate the underlying compressible soil and soil improvement. Our surcharge recommendations are presented in the "Surcharge" section. Ground improvement using CDSM columns is being evaluated by the team. Optional uses of the CDSM columns include the following: • CDSM columns under foundation elements only and the fill areas surcharged to control slab settlement. While this approach reduces differential settlement to a higher degree, this approach still includes the delay associated with the surcharge and will likely not be undertaken. • CDSM columns under foundation elements and slab settlement controlled by structurally supporting the slab on a system of grade beams to transfer loads to the CDSM columns or CDSM columns constructed under both the foundations and a thickened floor slab. GEODESIGN= 4 JLR-1-03:1 1 1317 Addition exploration, laboratory testing, and analysis are underway to refine the most effective option to implement. 4.3 SURCHARGE A surcharge program is an approach to pre-consolidate the on-site soil and limit post- construction settlement to tolerable amounts. The following section presents general surcharge recommendations based on anticipated loads and the preliminary project plans. 4.3.1 Surcharge Recommendations A surcharge height of 5 feet above finished floor elevation should be suitable over an estimated duration of two months. The full height of the surcharge should extend north to match point between cut/fill and gradually slope down at a 4H:1V slope. Our analyses assume that the surcharge soil consists of silt and/or sand with a unit weight of 110 pcf. The actual surcharge duration should be evaluated based on the results of field monitoring as described in the following section. The surcharge should extend laterally at least 10 feet beyond the planned building perimeter lines. In addition, the fills south, west, and east of the building should be constructed to final subgrade elevation within 30 feet of the building during the surcharge period. The surcharge embankment side slopes should be inclined no steeper than 1.5H:1 V, with the exception of the tapering of the surcharge at the northern end as discussed above. Surcharge material can be mined from borrow pits at the site. If this approach is used, we recommend that material not be mined more than 5 feet below existing grades. Mining should not occur within 40 feet of a building area being surcharged or previously surcharged. All mined material will need to be replaced with structural fill. The use of on-site material as structural fill will require drying/aeration or cement amendment. All fill placed below finished floor elevation should be placed and compacted as structural fill. Surcharge material placed above finished floor elevation does not need to be compacted as structural fill, provided the total unit weight of the material is at least 110 pcf. We recommend that structural fill be placed across the building pads prior to surcharge placement. If it is not, all surcharge material should be removed to the native ground surface and replaced as structural fill after the surcharge program is complete. 4.3.2 Surcharge Monitoring The actual duration of the surcharge should be verified by monitoring, described as follows. For ease in handling, the casing and rod portions of the settlement plate are usually installed in 5-foot sections. As filling progresses, couplings are used to install additional sections. Continuity in the monitoring data is maintained by reading and recording the top of the measurement rod immediately prior to and following the addition of new sections. Care must be taken during fill construction not to bend or break the rods. Figure 3 presents a schematic of a typical settlement plate. We recommend that between six and eight settlement plates be distributed evenly across the proposed building footprints. GEODESIGN= 5 JLR-1-03:1 1 1317 • The settlement plates should be installed prior to any site filling (including structural fill) and immediately surveyed. Survey shots should be taken at each settlement plate at least twice per week during fill construction and for at least one month after fill construction, followed by once weekly thereafter. The settlement plates should be monitored using survey equipment with accuracy of 1/100`h of a foot and referenced to a stationary datum established at least 500 feet from the edge of the surcharge area. In addition to recording the elevation of the settlement plates during each survey event, a complete record of the surcharge history requires reading and recording the fill height at each settlement plate. The survey data should be supplied to GeoDesign within two days of the survey. We will provide a Microsoft Excel spreadsheet to the surveyors that can be used to transfer data via email. 4.4 SEISMIC CONSIDERATIONS 4.4.1 Liquefaction Liquefaction is caused by a rapid increase in pore water pressure that reduces the effective stress between soil particles to near zero. Granular soil, which relies on interparticle friction for strength, is susceptible to liquefaction until the excess pore pressures can dissipate. In general, loose, saturated sand soil with low silt and clay content is the most susceptible to liquefaction. Silty soil with low plasticity is moderately susceptible to liquefaction under relatively higher levels of ground shaking Based on the soil conditions encountered at the site and the earthquake hazard mapping, we completed a liquefaction analysis at the site. The analysis of the site was conducted using the CPT data files from the S&W report. Ground shaking was modeled using a crustal earthquake event with a magnitude of 6.8 and a PGA of 0.48 g. We also evaluated a subduction zone earthquake event with a magnitude of 9.0 and a PGA of 0.25 g. We assumed the groundwater level was 5 feet BGS. Our analysis indicates that the sand and silty sand deposits below the water table at the site are susceptible to liquefaction or strain softening during a design-level seismic event. The liquefaction settlements would generally occur in discrete layers. We estimate that liquefaction- and strain-softened-induced ground settlement at less than 11/2 inches could be expected under design levels of ground shaking. We anticipate differential settlement in the range of one-half of the total estimated settlement. 4.4.2 Seismic Design Parameters Based on our explorations, the following design parameters can be applied if the building is designed using the applicable provisions of the 2014 SOSSC. The parameters in Table 1 should be used to compute seismic base shear forces. We selected a Site Class E based on the results of our subsurface explorations. G EO DESIG N= 6 JLR-1-03:1 1 1317 Table 1. Seismic Design Parameters Parameter Short Period 1 Second Period (Ts= 0.2 second) (T, = 1.0 second) MCE Spectral Acceleration, S S5= 0.977 g S, = 0.425 g Site Class E Site Coefficient, F Fa= 0.928 F,= 2.400 Adjusted Spectral Acceleration, SM SMS = 0.906 g SM, = 1.019 g Design Spectral Response Acceleration Parameters, So SDS= 0.604 g So, = 0.679 g 4.5 FOUNDATION SUPPORT 4.5.1 General The proposed structure can be supported on conventional spread footings following surcharging or ground improvement as described above. We recommend that the footings be founded on 24-inch-thick granular pads. The granular pads should extend 12 inches beyond the margins of the footings. Granular pads are not necessary in areas where foundations are established on at least 2 feet of new structural fill or(depending on the design)when underlain by CDSM columns Granular pads should consist of imported granular material meeting the requirements outlined in the "Structural Fill" section. The granular pads should be compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557, or, as determined by one of our geotechnical staff, until well keyed. We recommend that a qualified geotechnical engineer or geotechnical field technician evaluate the footing subgrades and granular pads prior to construction of forms or placement of reinforcing steel and concrete. Observations should also confirm that all loose or soft material, organics, unsuitable fill, prior topsoil/tilled zones, and softened subgrades (if present) have been removed. Localized deepening of footing excavations may be required to penetrate deleterious material. We recommend that the project budget include a contingency for removal of unsuitable subgrade material below the 24-inch-thick granular pads over a portion of the site. 4.5.2 Bearing Capacity and Dimensions All footings should be proportioned for a maximum allowable soil bearing pressure of 2,000 psf; however, higher bearing pressures (4,000 to 6,000 psf) are likely possible if the footings are supported on CDSM columns. This bearing pressure is a net bearing pressure and applies to the total of dead and long-term live loads and may be doubled when considering seismic or wind loads. The weight of the footing and any overlying backfill can be ignored in calculating footing loads. GEODESIGNz 7 JLR-1-03:1 1 1317 We recommend that isolated column and continuous wall footings have minimum widths of 24 and 18 inches, respectively. The bottom of exterior footings should be founded at least 18 inches below the lowest adjacent grade. Interior footings should be founded at least 12 inches below the top of the floor slab. The recommended minimum footing depth is greater than the anticipated frost depth. 4.5.3 Resistance to Sliding Lateral loads on footings can be resisted by passive earth pressure on the sides of the structure and by friction on the base of the footings. Our analysis indicates that the available passive earth pressure for footings confined by on-site soil and structural fill is 350 pcf, modeled as an equivalent fluid pressure. Typically, the movement required to develop the available passive resistance may be relatively large; therefore, we recommend using a reduced passive pressure of 250 pcf equivalent fluid pressure. Adjacent floor slabs, pavements, or the upper 12-inch depth of adjacent unpaved areas should not be considered when calculating passive resistance. In addition, in order to rely on passive resistance, a minimum of 10 feet of horizontal clearance must exist between the face of the footings and any adjacent down slopes. We recommend a friction coefficient of 0.45 when calculating resistance to sliding. 4.5.4 Foundation Drains Groundwater(perched or permanent) could rise above footing elevations during the wet winter months, specifically along the northern perimeter of the parking structure where cuts of up to 10 feet are proposed. We recommend that foundation drains be installed around the building perimeters in all areas where the finished floor slab is less than 2 feet above the existing ground surface. The foundation drains should be constructed at a minimum slope of approximatelyY2 percent and pumped or drained by gravity to a suitable discharge. The perforated drainpipe should not be tied to a stormwater drainage system without backflow provisions. The foundation drains should consist of 4-to 6-inch-diameter, perforated drainpipe embedded in a minimum 2-foot- wide zone of crushed drain rock that extends to the ground surface. The invert elevation of the drainpipe should be installed at least 18 inches below the elevation of the floor slab. The drain rock should meet the requirements specified in the "Structural Fill" section. The drain rock should be wrapped in a geotextile fabric that meets the specifications for drainage geotextiles provided in the "Geotextile Fabric" section. 4.5.5 Settlement Assuming the foundation loading and surcharge program described above, we estimate the maximum post-construction settlement at the southern end of the building will be on the order of 1% inches, with differential settlement over 30 feet less than Y2 inch. Total settlement at the northern end of the building is estimated to be approximately V2 inch, with differential settlement over 30 feet less than one-half of the total settlement. Total and differential settlement with the structure supported on CDSM columns will likely be less than 1 inch and differential settlement over 30 feet less one-half of the total settlement. GEODESIGNz 8 JLR-1-03:1 1 1317 r 4.6 FLOOR SLABS A minimum 6-inch-thick layer of base rock should be placed and compacted over the prepared subgrade to assist as a capillary break. The base rock should be crushed rock or crushed gravel and sand meeting the requirements outlined in the "Structural Fill" section. The imported granular material should be placed in one lift and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. A subgrade modulus of 120 pci can be used to design the floor slab. Floor slab base rock should be replaced if it becomes contaminated with excessive fines (greater than 5 percent by dry weight passing the U.S. Standard No. 200 sieve). Vapor barriers are often required by flooring manufacturers to protect flooring and flooring adhesives. Many flooring manufacturers will warrant their product only if a vapor barrier is installed according to their recommendations. Selection and design of an appropriate vapor barrier(if needed) should be based on discussions among members of the design team. We can provide additional information to assist you with your decision. 4.7 RETAINING STRUCTURES 4.7.1 Wall Design Parameters Retaining structures free to rotate slightly around the base should be designed for active earth pressures using an equivalent fluid unit pressure of 35 pcf. If retaining walls are restrained against rotation during backfilling, they should be designed for an at-rest earth pressure of 55 pcf. This value is based on the assumptions that (1)the retained soil has a slope flatter than 4H:1 V, (2)the backfill is drained, and (3)the walls are less than 12 feet in height. Seismic lateral forces can be calculated using a dynamic force equal to 6.5H2 pounds per linear foot of wall, where H is the wall height. The seismic force should be applied as a distributed load with the centroid located at 0.6H from the wall base. Lateral pressures induced by surcharge loads can be computed using the methods presented on Figure 4. Footings for retaining walls should be designed as recommended for shallow foundations. 4.7.2 Wall Drainage and Backfill The above design parameters have been provided assuming that back-of-wall drains will be installed to prevent buildup of hydrostatic pressures behind all walls. If a drainage system is not installed, our office should be contacted for revised design forces. The backfill material placed behind the walls and extending a horizontal distance of%2H, where H is the height of the retaining wall, should consist of retaining wall select backfill placed and compacted in conformance with the "Structural Fill" section. A minimum 4-inch-diameter, perforated collector pipe should be placed at the base of the walls. The pipe should be embedded in a minimum 2-foot-wide zone of angular drain rock that is wrapped in a drainage geotextile fabric and extends up the back of the wall to within 1 foot of the finished grade. The drain rock and drainage geotextile fabric should meet specifications provided in the "Materials" section. The perforated collector pipes should discharge at an appropriate location away from the base of the wall. The discharge pipe(s) should not be tied directly into stormwater drain systems, unless measures are taken to prevent backflow into the drainage system of the wall. GEODESIGN! 9 JLR-1-03:1 1 1317 Settlement of up to 1 percent of the wall height commonly occurs immediately adjacent to the wall as the wall rotates and develops active lateral earth pressures. Consequently, we recommend that construction of flatwork adjacent to retaining walls be postponed at least four weeks after backfilling of the wall, unless survey data indicates that settlement is complete prior to that time. 4.8 PAVEMENTS Pavements should be installed on unyielding subgrade or new engineered fills prepared in conformance with the "Site Preparation" and "Structural Fill" sections. Our pavement recommendations are based on the following assumptions: • The top 12 inches of soil subgrade is compacted to at least 92 percent of its maximum dry density, as determined by ASTM D 1557. • Resilient moduli of 4,500 and 20,000 psi were assumed for the subgrade and base rock, respectively. • A pavement design life of 20 years. • Initial and terminal serviceability indices of 4.2 and 2.5, respectively. • Reliability of 85 percent and standard deviation of 0.45. We do not have specific information on the frequency of vehicles expected at the site; however, we have assumed a breakdown on the type of vehicles likely to be used. We have assumed traffic will consist of passenger cars in light traffic areas and heavily loaded trucks in heavy traffic areas. The truck traffic is estimated to be approximately 60 percent FHWA Class 5 vehicle (two- axle truck) and 40 percent FHWA Class 8 vehicle (four-axle or fewer single trailer trucks). Our pavement design recommendations assuming truck ADTs between 10 and 25 are presented in Table 2. Table 2. Recommended Standard Pavement Sections Traffic Levels Trucks per Day ESALs AC Base Rock (inches) (inches) Car Parking Areas 0 10,000 2.5 8.0 Truck Area 10 32,000 3.5 9.0 Truck Area 25 100,000 4.0 10.0 If the subgrade is cement amended to the thicknesses indicated below and the amended soil achieves a seven-day unconfined compressive strength of at least 100 psi, the pavements can be constructed as recommended in Table 3. GEODESIGM 10 JLR-1-03:1 1 1317 Table 3. Recommended Pavement Sections with Cement Amendment Trucks AC Base Rock Cement Traffic Levels ESALs Amendment' per Day (inches) (inches) (inches) Car Parking Areas 0 10,000 2.5 4.0 12.0 Truck Area 10 32,000 3.5 4.0 12.0 Truck Area 25 100,000 3.0 4.0 12.0 1. Assumes a minimum seven-day unconfined compressive strength of 100 psi. All thicknesses are intended to be the minimum acceptable. The design of the recommended pavement section is based on the assumption that construction will be completed during an extended period of dry weather. Wet weather construction could require an increased thickness of aggregate base. In addition, to prevent strength loss during curing, cement-amended soil should be allowed to cure for at least four days prior to construction traffic or placing the base rock. Lastly, the amended subgrade should be protected with a minimum of 4 inches of base rock prior to construction traffic access. The AC, aggregate base, and cement amendment should meet the requirements outlined in the "Materials" section. Construction traffic should be limited to non-building, unpaved portions of the site or haul roads. Construction traffic should not be allowed on new pavements. If construction traffic is to be allowed on newly constructed road sections, an allowance for this additional traffic will need to be made in the design pavement section. In addition, the aggregate base and cement-amended thicknesses (if installed) do not account for construction traffic, and haul roads and staging areas should be used as described in the "Construction" section. 4.9 INFILTRATION SYSTEMS We did not conduct infiltration testing at the site; however, based on the soil conditions encountered in our explorations, it is our opinion that the site is not suitable for on-site stormwater infiltration. 5.0 CONSTRUCTION 5.1 SITE PREPARATION 5.1.1 Demolition Demolition includes complete removal of existing site improvements within 5 feet of areas to receive new pavements, buildings, retaining walls, or engineered fills. Underground vaults, tanks, manholes, and other subsurface structures should be removed in areas of new improvements. Utility lines can be completely removed or grouted full if left in place. Voids resulting from removal of existing improvements should be backfilled with compacted structural fill, as discussed in the "Structural Fill" section. The bottom of such excavations should be excavated to expose a firm subgrade before filling and their sides sloped at a minimum of 1.5H:1 V to allow for more uniform compaction at the edges of the excavations. Existing GEODESIGN_ 11 JLR-1-03:1 1 131 7 concrete debris, AC pavement, and base rock can be used as structural fill or surcharge material, provided it is processed to meet the requirements established in the "Recycled Material" section. 5.1.2 Grubbing and Stripping Trees and shrubs should be removed from fill areas. In addition, root balls should be grubbed out to the depth of the roots, which could exceed 3 feet BGS. Depending on the methods used to remove the root balls, considerable disturbance and loosening of the subgrade could occur during site grubbing. We recommend soil disturbed during grubbing operations be removed to expose firm, undisturbed subgrade. The resulting excavations should be backfilled with structural fill. The existing topsoil zone should be stripped and removed from all fill areas. Based on our explorations, the average depth of stripping will be approximately 3 inches, although greater stripping depths may be required to remove localized zones of loose or organic soil. Greater stripping depths (approaching 12 inches) may be anticipated in areas with thicker vegetation and shrubs such as the heavily vegetated area north of the road. The actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal (with prior approval by the owner) or used in landscaped areas. 5.1.3 Subgrade Improvement The near-surface soil at the site consist of fill. Reliable strength properties are extremely difficult to predict for undocumented fill. There is a risk for poor performance of floor slabs and pavements established directly over this material. In order to reduce the risk of settlement, we recommend that subgrade be improved by removing and replacing with granular structural fill or scarifying and re-compacting the on-site soil to structural fill requirements. Improvement should occur to a depth of at least 12 inches and before structural fills are placed. As discussed in the "Structural Fill" section, the native soil can be sensitive to small changes in moisture content and will be difficult, if not impossible, to compact adequately during wet weather. While scarification and compaction of the subgrade is the best option for subgrade improvement, it will likely only be possible during extended dry periods and following moisture conditioning of the soil. As discussed in the "Soil Amendment with Cement" section, cement amendment is an option for conditioning the soil for use as structural fill during periods of wet weather or when drying the soil is not an option. The project budget should include a contingency for subgrade improvement by cement treatment or by replacing with granular material (sand and/or gravel) if earthwork occurs during the wet season. 5.1.4 Subgrade Evaluation Upon completion of demolition and subgrade improvement, and prior to the placement of fill or pavement improvements, the exposed subgrade should be evaluated by proof rolling. The subgrade should be proof rolled with a fully loaded dump truck or similarly heavy, rubber-tired construction equipment to identify soft, loose, or unsuitable areas. A member of our geotechnical staff should observe the proof rolling to evaluate yielding of the ground surface. GEODESIGN= 12 JLR-1-03:1 1 131 7 During wet weather, subgrade evaluation should be performed by probing with a foundation probe rather than proof rolling. Areas that appear soft or loose should be improved in accordance with subsequent sections. 5.2 SUBGRADE PROTECTION The fine-grained soil present on this site is easily disturbed when wet. If not carefully executed, site preparation, utility trench work, and roadway excavation can create extensive soft areas and significant repair costs can result. Earthwork planning, regardless of the time of year, should include considerations for minimizing subgrade disturbance. Soft, wet subgrade conditions may be present even during the early summer months. Site stripping and cutting may need to be accomplished using track-mounted equipment. The use of granular haul roads and staging areas will be necessary for support of construction traffic during most of the year. The base rock thickness for pavement areas is intended to support post-construction design traffic loads. This design base rock thickness will not support construction traffic or pavement construction when the subgrade soil is wet. If construction is planned for periods when the subgrade soil is wet, staging and haul roads with increased thicknesses of base rock will be required. The amount of staging and haul road areas, as well as the required thickness of granular material, will vary with the contractor's sequencing of a project and type/frequency of construction equipment. Based on our experience, between 12 and 18 inches of imported granular material is generally required in staging areas and between 18 and 24 inches in haul roads areas. Stabilization material may be used as a substitute provided the top 4 inches of material consists of imported granular material. The actual thickness will depend on the contractor's means and methods and should be the contractor's responsibility. In addition, a geotextile fabric should be placed as a barrier between the subgrade and imported granular material in areas of repeated construction traffic. The imported granular material, stabilization material, and geotextile fabric should meet the specifications in the "Materials" section. As an alternative to thickened crushed rock sections, haul roads and utility work zones may be constructed using cement-amended subgrades overlain by a crushed rock wearing surface. If this approach is used, the thickness of granular material in staging areas and along haul roads can typically be reduced to between 6 and 12 inches. This recommendation is based on an assumed minimum unconfined compressive strength of 100 psi for subgrade amended to a depth of 12 to 16 inches. The actual thickness of the amended material and imported granular material will depend on the contractor's means and methods and should be the contractor's responsibility. Cement amendment is discussed in the "Soil Amendment with Cement" section. 5.3 PERMANENT SLOPES Permanent cut and fill slopes should not exceed 2H:1 V. Access roads and pavements should be located at least 5 feet from the top of cut and fill slopes. The setback should be increased to 10 feet for buildings. The slopes should be planted with appropriate vegetation to provide protection against erosion as soon as possible after grading. Surface water runoff should be collected and directed away from slopes to prevent water from running down the face of the slope. GEODESIGN_ 13 JLR-1-03:1 1 131 7 5.4 EXCAVATION 5.4.1 Excavation and Shoring Conventional earthmoving equipment in proper working conditions should be capable of making the necessary excavations for site cuts and utilities. Excavation sidewalls in native silty soil should stand vertical to a depth of approximately 4 feet, provided groundwater seepage does not occur. Excavations less than 10 feet should be shored or laid back at an inclination of at least 1%2 H:1 V, provided groundwater seepage does not occur and adjacent structures or utilities are located at least 10 feet beyond the top of the slope. If slopes greater than 10 feet high are required, GeoDesign should be contacted to make additional recommendations. The use of approved temporary shoring is recommended for excavations that extend below groundwater or if vertical walls are required for cuts deeper than 4 feet. If shoring is used, we recommend that the type and design of the shoring system be the responsibility of the contractor, who is in the best position to choose a system that fits the overall plan of operation. If box shoring is used, it should be understood that box shoring is a safety feature used to protect workers and does not prevent caving. The presence of caved material will limit the ability to properly backfill and compact the trenches. The contractor should be prepared to fill voids between the box shoring and the sidewalls of the trenches with sand or gravel before caving occurs. 5.4.2 Dewatering Groundwater was encountered at a depth of 6.5 feet BGS in an observation well at the site. Perched groundwater could be encountered at shallower depths, especially during the rainy season. Positive control of groundwater will be required to maintain stable trench sides and base. The proposed dewatering plan should be capable of maintaining groundwater levels at least 2 feet below the base of the excavation (including the depth required for trench bedding and stabilization material). Flow rates for dewatering are likely to vary depending on location, soil type, and the season in which the excavation occurs. The dewatering systems should be capable of adapting to variable flows. If excavations will extend more than 2 feet below groundwater, dewatering wells or well points should be considered. Tight joint, driven sheets, in conjunction with a scaled-down dewatering program, can also be an effective way to control groundwater seepage, provided the sheets are driven deep enough to control heaving conditions at the base of the excavation. We note that these recommendations are for guidance only. The dewatering of excavations is the sole responsibility of the contractor, as the contractor is in the best position to select these systems based on their means and methods. 5.4.3 Safety All excavations should be made in accordance with applicable OSHA requirements and regulations of the state, county, and local jurisdiction. While this report describes certain approaches to excavation and dewatering, the contract documents should specify that the I1 DESIGN= 14 JLR-1-03:1 1 1317 contractor is responsible for selecting excavation and dewatering methods, monitoring the excavations for safety, and providing shoring (as required) to protect personnel and adjacent structural elements. 5.5 MATERIALS 5.5.1 Structural Fill 5.5.1.1 General A variety of material may be used as structural fill at the site. Fill should only be placed over subgrade that has been prepared in conformance with the "Site Preparation" section. Structural fill should be free of organic matter and other deleterious material and, in general, should consist of particles no larger than 4 inches in diameter. A brief characterization of some of the acceptable materials and our recommendations for their use as structural fill are provided below. 5.5.1.2 On-Site Soil In general, the material at the site should be suitable for use as general structural fill, provided it is properly moisture conditioned and free of debris, organic materials, and particles over 6 inches in diameter. On-site soil should only be used as structural fill during the dry season. We estimate the optimum moisture content for compaction to be approximately 14 to 18 percent for the on-site soil. Optimum compaction typically occurs within 3 percent of optimum moisture. Laboratory testing indicates that the on-site soil was significantly above this range at the time of exploration. Therefore, moisture conditioning (drying)will be required to use on-site soil for structural fill. Accordingly, extended dry weather will be required to adequately condition and place the soil as structural fill. It will be difficult, if not impossible, to adequately compact on-site soil during the rainy season or during prolonged periods of rainfall unless it is cement amended. When used as structural fill, on-site soil should be placed in lifts with a maximum uncompacted thickness of 6 to 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. 5.5.1.3 Imported Granular Material Imported granular material used for structural fill should be pit-or quarry-run rock, crushed rock, or crushed gravel and sand. Imported granular material should be fairly well graded between coarse and fine material, have less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve, and have at least two mechanically fractured faces. Material with higher fines content is permissible, provided compaction can be achieved. When used as structural fill, imported granular material should be placed in lifts with a maximum uncompacted thickness of 12 inches and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. During the wet season or when wet subgrade conditions exists, the initial lift should be approximately 18 inches in uncompacted thickness and should be compacted by rolling with a smooth-drum roller without using vibratory action. GEODESIGNz 15 JLR-1-03:1 1 1317 5.5.1.4 Stabilization Material Stabilization material should consist of pit- or quarry-run rock, crushed rock, or crushed gravel and sand that consists of 4-to 6-inch-minus material. It should have less than 5 percent by dry weight passing the U.S. Standard No. 4 sieve and at least two mechanically fractured faces. The material should be free of organic matter and other deleterious material. Stabilization material should be placed in one lift and compacted to a firm condition. Where the stabilization material is used to stabilize soft subgrade beneath pavements or construction haul roads, a geotextile should be placed as a barrier between the soil subgrade and the imported granular material. The geotextile fabric should meet the specifications provided below for subgrade geotextiles. Geotextile is not required where stabilization material is used at the base of utility trenches 5.5.1.5 Trench Backfill Trench backfill for the utility pipe base and pipe zone should consist of well-graded, durable, crushed granular material with a maximum particle size of% inch and less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve. The material should be free of roots, organic matter, and other unsuitable material. Backfill for the pipe base and pipe zone should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557, or as recommended by the pipe manufacturer. Within building, pavement, and other structural areas, trench backfill placed above the pipe zone should consist of imported granular material as specified above. The backfill should be compacted to at least 92 percent of the maximum dry density, as determined by ASTM D 1557, at depths greater than 2 feet below the finished subgrade and 95 percent of the maximum dry density, as determined by ASTM D 1557, within 2 feet of finished subgrade. In all other areas, trench backfill above the pipe zone should be compacted to at least 90 percent of the maximum dry density, as determined by ASTM D 1557. 5.5.1.6 Drain Rock Drain rock should consist of open-graded, angular, granular material with a maximum particle size of 2 inches. The material should be free of roots, organic matter, and other unsuitable material and have less than 2 percent by dry weight passing the U.S. Standard No. 200 sieve (washed analysis). 5.5.1.7 Aggregate Base Rock Imported granular material used as base rock for building floor slabs and pavements should consist of%- or 1Y2-inch-minus material. The aggregate should have less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve and at least two fractured faces. The aggregate base should be compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. 5.5.1.8 Retaining Wall Select Backfill Backfill material placed behind retaining walls and extending a horizontal distance of Y2H, where H is the height of the retaining wall, should consist of imported granular material. We GEODESIGN= 16 JLR-1-03:1 1 1317 recommend select granular wall backfill be separated from general fill, native soil, and/or topsoil using a geotextile fabric that meets the specifications provided below for drainage geotextiles. The wall backfill should be compacted to a minimum of 95 percent of the maximum dry density, as determined by ASTM D 1557. However, backfill located within a horizontal distance of 3 feet from a retaining wall should only be compacted to approximately 90 percent of the maximum dry density, as determined by ASTM D 1557. Backfill placed within 3 feet of the wall should be compacted in lifts less than 6 inches thick using hand-operated tamping equipment (such as a jumping jack or vibratory plate compactor). If flatwork (sidewalks or pavements)will be placed atop the wall backfill, we recommend that the upper 2 feet of material be compacted to 95 percent of the maximum dry density, as determined by ASTM D 1557. 5.5.1.9 Recycled Material AC, conventional concrete, and oversized rock may be used as fill if they are processed to meet the requirements for their intended use and do not pose an environmental concern. Processing includes crushing and screening, grinding in place, or other methods to meet the requirements for structural fill as described above. The processed material should be fairly well graded and not contain metal, organic, or other deleterious material. The processed material may be mixed with on-site soil or imported fill to assist in achieving the gradation requirements. Processed recycled fill should have a maximum particle size of 4 inches. Recycled granular fill material is generally not suitable for the top 4 inches of pavement base rock or floor slab base rock. We also caution that excavation through recycled material that is placed as structural fill may be difficult. In addition, these excavations may also be prone to raveling and caving. 5.5.2 Geotextile Fabric 5.5.2.1 Subgrade Geotextile Subgrade geotextile should conform to OSSC Table 02320-1 and OSSC 00350 (Geosynthetic Installation). The geotextile should have a Level "B" certification. A minimum initial aggregate base lift of 6 inches is required over geotextiles. 5.5.2.2 Drainage Geotextile Drainage geotextile should conform to Type 2 material of OSSC Table 02320-1 and OSSC 00350 (Geosynthetic Installation). The geotextile should have a Level "B" certification. A minimum initial aggregate base lift of 6 inches is required over geotextiles. 5.5.3 Soil Amendment with Cement 5.5.3.1 General As an alternative to the use of imported granular material for wet weather structural fill and/or to provide subgrade stabilization for wet weather earthwork, an experienced contractor can amend the on-site soil with Portland cement to obtain suitable support properties. Successful use of soil amendment depends on the use of correct mixing techniques, soil moisture content, and amendment quantities. Soil amending should be conducted in accordance with the specifications provided in OSSC 00344 (Treated Subgrade). The amount of cement used during treatment should be based on an assumed soil dry unit weight of 110 pcf. G EO DESIM 17 SLR-1-03:11 1317 5.5.3.2 Subbase Stabilization For preliminary design purposes, we recommend a target strength for cement-amended subgrade for building and pavement subbase (below aggregate base) soil of 100 psi. The amount of cement used to achieve this target generally varies with moisture content and soil type. It is difficult to predict field performance of soil to cement amendment due to variability in soil response, and we recommend laboratory testing to confirm expectations. If the soil moisture content is in the range of 15 to 30 percent, 5 to 7 percent by weight of dry soil is recommended. The amount of cement added to the soil may need to be adjusted based on field observations and performance. Moreover, depending on the time of year and moisture content levels during amendment, water may need to be applied during tilling to appropriately condition the soil moisture content. For building and pavement subbase, we recommend assuming an average cement ratio of 7 percent (by dry weight)for estimating purposes. Specific recommendations should be provided based on exposed site conditions at the time of construction. Soil moisture contents were in excess of 30 percent at the time of our exploration (during the wet season), which likely warrants a cement ratio of 8 to 10 percent. We recommend that cement contents of 8 percent or more be applied in two separate passes, which will increase construction costs. During the dry season, when soil moisture contents are expected to be less than 30 percent, a cement content of 6 to 7 percent will likely be appropriate. A minimum curing of four days is required between treatment and construction traffic access. Construction traffic should not be allowed on unprotected, cement-amended subgrade. To protect the cement-treated surfaces from abrasion or damage, the finished surface should be covered with 4 to 6 inches of imported granular material. Treatment depths for building/pavement, haul roads, and staging areas are typically on the order of 12, 16, and 12 inches, respectively. However, treatment depths may need to be increased to at least 24 inches in some areas where deeper soft soil exists and less than 2 feet of structural fill is planned. We recommend that the project budget include a contingency for cement treatment to at least 24 inches in isolated areas. The crushed rock placed over cement-treated soil typically becomes contaminated with soil during construction. Contaminated base rock should be removed and replaced with clean rock in pavement and slab areas. The actual thickness of the amended material and imported granular material for haul roads and staging areas will depend on the anticipated traffic, as well as the contractor's means and methods and should be the contractor's responsibility. 5.5.3.3 Cement-Amended Structural Fill On-site soil that would not otherwise be suitable for structural fill due to high moisture contents may be amended and placed as fill over a subgrade prepared in conformance with the "Site Preparation" section. The cement ratio for general cement-amended fill can sometimes be reduced by 1 percent (by dry weight) from the recommended contents provided in the previous section. Typically, a minimum curing of four days is required between treatment and construction traffic access. Consecutive lifts of fill may be treated immediately after the previous lift has been amended and compacted (e.g., the four-day wait period does not apply). However, G EODESIGN= 18 JLR-1-03:1 1 1317 where the final lift of fill is a building or roadway subgrade, then the four-day wait period is in effect. If subgrade is improved by cement treatment (see "Subgrade Improvement" section) and at least 1 foot of new structural fill is planned, the improved subgrade can be treated as cement- treated structural fill as described in this section. 5.5.3.4 Other Considerations Portland cement-amended soil is hard and has low permeability. This soil does not drain well, nor is it suitable for planting. Future planted areas should not be cement amended, if practical, or accommodations should be made for drainage and planting. Moreover, cement amending soil within building areas must be done carefully to avoid trapping water under floor slabs. We should be contacted if this approach is considered. Cement amendment should not be used if runoff during construction cannot be directed away from adjacent wetlands. 5.5.4 AC 5.5.4.1 ACP The AC should be Level 2, 1/2-inch, dense ACP according to OSSC 00745 (Asphalt Concrete Pavement - Statistical Acceptance) and compacted to 91 percent of the maximum specific gravity of the mix, as determined by AASHTO T 209. The minimum and maximum lift thickness is 2.0 and 3.5 inches, respectively, forY2-inch ACP. Asphalt binder should be performance graded and conform to PG 64-22 or better. If a thin asphalt overlay is selected, the nominal aggregate size should be reduced to 3/8 inch. 5.5.4.2 Cold Weather Paving Considerations In general, AC paving is not recommended during the cold weather(temperatures less than 40 degrees Fahrenheit). Compacting under these conditions can result in low compaction and premature pavement distress. Each AC mix design has a recommended compaction temperature range that is specific for the particular AC binder used. In colder temperatures, it is more difficult to maintain the temperature of the AC mix as it can lose heat while stored in the delivery truck, as it is placed, and in the time between placement and compaction. In Oregon, the AC surface temperature during paving should be at least 40 degrees Fahrenheit for lift thickness greater than 2.5 inches and at least 50 degrees Fahrenheit for lift thickness between 2.0 and 2.5 inches. If paving activities must take place during cold-weather construction as defined above, the project team should be consulted and a site meeting should be held to discuss ways to lessen low compaction risks. 5.6 EROSION CONTROL The site soil is susceptible to erosion; therefore, erosion control measures should be carefully planned and in place before construction begins. Surface water runoff should be collected and directed away from slopes to prevent water from running down the slope face. Erosion control measures (such as straw bales, sediment fences, and temporary detention and settling basins) should be used in accordance with local and state ordinances. G EODESIGN= 19 JLR-1-03:1 1 131 7 6.0 OBSERVATION OF CONSTRUCTION Satisfactory foundation and earthwork performance depends to a large degree on quality of construction. Sufficient observation of the contractor's activities is a key part of determining that the work is completed in accordance with the construction drawings and specifications. Subsurface conditions observed during construction should be compared with those encountered during the subsurface exploration. Recognition of changed conditions often requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect if subsurface conditions change significantly from those anticipated. We recommend that GeoDesign be retained to observe earthwork activities, including stripping, proofrolling of the subgrade and repair of soft areas, footing subgrade preparation, performing laboratory compaction and field moisture-density tests, observing final proofrolling of the pavement subgrade and base rock, and asphalt placement and compaction. 7.0 LIMITATIONS We have prepared this report for use by Don Rasmussen Company; Stratus Real Estate Developers, LLC; and members of the design and construction teams for the proposed project. The data and report can be used for bidding or estimating purposes, but our report, conclusions, and interpretations should not be construed as warranty of the subsurface conditions and are not applicable to other nearby building sites. Exploration observations indicate soil conditions only at specific locations and only to the depths penetrated. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The site development plans and design details were preliminary at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads, or type of construction for the building and walls, the conclusions and recommendations presented may not be applicable. If design changes are made,we request that we be retained to review our conclusions and recommendations and to provide a written modification or verification. The scope does not include services related to construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. Within the limitations of scope, schedule, and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty, express or implied, should be understood. ♦ ♦ ♦ GEODESIGN_ 20 JLR-1-03:111317 We appreciate the opportunity to be of service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. E) PR QFF� �.5 �G I�Fc�,p s'o Reed Kistler, P.E. 16025�` r Project Engineer ; REOcb , P, SPS George Saunders, P.E., G.E. EXPIRES: 6130/18 Principal Engineer G EODESIGNk 21 JLR-1-03:1 1 1317 N LEGEND: ee B-10 BORING l7 u B-1@ BORING(SHANNON&WILSON 2008) LL CPT-1® CONE PENETROMETER (SHANNON&WILSON 2008) (1 1.0) DEPTH OF EXISTING FILL(FEET) hf/ B 40O .' tiCTC RFRo N a� i 40o CPT-3A 3 (S;O) 13-40 B-3© (7.0) >yJ t' 1� s ... Q 0`> B-20' 44 B-30 p n i (13 ) (7:0) - 13 i' 4jr. i B-1to1 ; 0 J� (� ... i (7O)—, 30) (� CPT-1A . E6 B-S0 m s B0 ri 3L. o �L' (11.0) ./,7- -., iiii z FOTO / Ft o ���C B-2© CPT-2A 9.p� . (7.0) m u ��y -(1A) JNI= i m Z" 0 V `c o en S� 0 100 a 200 In (SCALE IN FEET) I O oLi:0 4 W E SITE PLAN BASED ON IMAGE OF SHEET CS SITE V a m DESIGN REVIEW DATED SEPTEMBER 8,2017 LL PREPARED BY MILDRED DESIGN GROUP,P.C. • MEASUREMENT ROD, 1/2" DIAMETER PIPE OR REBAR CASING, 2" DIAMETER PIPE (SET ON PLATE, NOT FASTENED) COUPLING WELDED TO PLATE SETTLEMENT PLATE 16" x 16" x 1/4" i \\\ i/ , , \ , SAND OR GRAVEL PAD IF NECESSARY NOT TO SCALE EXISTING GROUND SURFACE w NOTES: 1. INSTALL MARKERS ON FIRM GROUND OR ON SAND OR GRAVEL PADS IF NEEDED FOR ri- u STABILITY. TAKE INITIAL READING ON TOP OF ROD AND AT ADJACENT GROUND LEVEL PRIOR TO PLACING ANY FILL. 0 2. FOR EASE IN HANDLING, ROD AND CASING ARE USUALLY INSTALLED IN 5-FOOT SECTIONS. AS FILL PROGRESSES, COUPLINGS ARE USED TO INSTALL ADDITIONAL LENGTHS. 3 CONTINUITY IS MAINTAINED BY READING THE TOP OF THE MEASUREMENT ROD, THEN IMMEDIATELY ADDING THE NEW SECTION AND READING THE TOP OF THE ADDED ROD. F BOTH READINGS ARE RECORDED. a 3. RECORD THE ELEVATION OF THE TOP OF THE MEASUREMENT ROD IN EACH MARKER AT m 9 THE RECOMMENDED TIME INTERVALS. EACH TIME, NOTE THE ELEVATION OF THE ADJACENT FILL SURFACE. n• J M 4. READ THE MARKER TO THE NEAREST 0.01 FOOT, OR 0.005 FOOT IF POSSIBLE. NOTE THE N. u FILL ELEVATION TO THE NEAREST 0.1 FOOT. 0 m a, 5. THE ELEVATIONS SHOULD BE REFERENCED TO A TEMPORARY BENCHMARK LOCATED ON m STABLE GROUND AT LEAST 500 FEET FROM THE EMBANKMENT. 9 o J w C E. & ce J 1' E f, GEODESIGNz JLR-1-03 SETTLEMENT PLATE DETAIL m E 9450 5W Commerce Circle-Suite 300 ,, z Wilsonville OR 97070 NOVEMBER 201 7 JLR WASHINGTON SQUARE FIGURE 3 Iv, a, 503.968.8787 www.geodesigninc.com TIGARD, OR a It Printed By:mmiller I Print Date:11/13/2017 11:38:04 AM File Name:J:\E-L\JLR\JLR-1\JLR-1-03\Figures\CAD\JLR-1-03-det-SILEP.dwg I Layout:FIGURE 4 X=mH kol--- X=mH POINT LOAD,Qp I LINE LOAD,Q L _...___________ a STRIP LOAD,q MIM fT . ‘\ 7' I Z=nH Z=nH A110.1 f ill/ i W. H 11111r H iff H Ilir IN ah ir ah IR ah \�\\, FOR m<0.4= \\\ FOR m<0.4= \�/\\ Cr / h= (f4-SINftCOS 2a) \ �\\/\ 3.14 \ oh = 0.28 r? \j\\\//\ a QL 0.2 n /j\\/\ /i i//j�//•\\//��\//� H z (0.16+r� �i�/ %//\\/\\\�j h H (0.1 zf �i//i/i//, x\/• IN RADIANS) FOR m>0.4= FOR m>0.4= =LIE H2 (m2+n2)3 oh =H 1.2nn (m2+n2)2 LINE LOAD PARALLEL TO WALL STRIP LOAD PARALLEL TO WALL X=mH ah =ah COSz(1.1�) NOTES: i0.1 , 1. THESE GUIDELINES APPLY TO RIGID WALLS WITH POISSON'S RATIO ASSUMED TO BE 0.5 FOR BACKFILL MATERIALS. DISTRIBUTION OF HORIZONTAL PRESSURES 2. LATERAL PRESSURES FROM ANY COMBINATION OF ABOVE LOADS MAY BE DETERMINED BY THE PRINCIPLE OF VERTICAL POINT LOAD SUPERPOSITION. 3. VALUES IN THIS FIGURE ARE UNFACTORED. GEODES IGNz JLR-1-03 SURCHARGE-INDUCED LATERAL EARTH PRESSURES 9450 SW Commerce Circle-Suite 300 Wilsonville OR 97070 NOVEMBER 201 7 JLR WASHINGTON SQUARE FIGURE 4 503.968.8787 www.geodesigninc.com TIGARD, OR APPENDIX A FIELD EXPLORATIONS GENERAL We explored subsurface conditions at the site by drilling four relatively deep borings (B-1 through B-3 and B-6) and two relatively shallow borings (B-4 and B-5). The deep borings were completed to depths between 31.5 and 51.5 feet BGS, and the shallow borings were completed to a depth of 11.5 feet BGS. Drilling services were provided by Western States Soil Conservation, Inc. of Hubbard, Oregon, using mud rotary methods on September 6 and 14, 2017. Figure 2 shows the approximate exploration locations relative to proposed site features. Exploration locations were determined by pacing from existing site features and should be considered accurate to the degree implied by the methods used. Elevations were estimated from the grading plan provided by MDG. A member of our geotechnical staff observed all explorations and collected representative samples of the various soils encountered in the explorations for geotechnical laboratory testing. The exploration logs are presented in this appendix. SOIL SAMPLING Samples were collected from the borings using a 1Y2-inch-inside diameter(SPT) split-spoon sampler in general accordance with ASTM D 1586. The split-spoon samplers were driven into the soil with a 140-pound hammer free-falling 30 inches. The samplers were driven a total distance of 18 inches. The number of blows required to drive the sampler the final 12 inches is recorded on the boring logs, unless otherwise noted. Higher quality, relatively undisturbed samples were obtained using a standard Shelby tube in general accordance with ASTM D 1587, the Standard Practice for Thin-walled Tube Sampling of Soils. Sampling methods and intervals are shown on the exploration logs. The average efficiency of the automatic SPT hammer used by Western States Soil Conservation, Inc. was 74.8 percent. The calibration testing results are presented at the end of this appendix. SOIL CLASSIFICATION The soil samples were classified in accordance with the "Exploration Key" (Table A-1) and "Soil Classification System" (Table A-2), which are presented in this appendix. The exploration logs indicate the depths at which the soil or its characteristics change, although the change actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Classifications are shown on the exploration logs. LABORATORY TESTING CLASSIFICATION The soil samples were classified in the laboratory to confirm field classifications. The laboratory classifications are shown on the exploration logs if those classifications differed from the field classifications. GEODESIGN: A-1 JLR-1-03:1 1 1317 MOISTURE CONTENT DETERMINATION We determined the natural moisture content of select soil samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The test results are presented in this appendix. CONSOLIDATION TESTING One-dimensional consolidation testing was completed on a relatively undisturbed soil sample in general accordance with ASTM D 2435. The test measures the volume change (consolidation) of a soil sample under predetermined loads. The test results are presented in this appendix. ATTERBERG LIMIT TESTING The plastic limit and liquid limit (Atterberg limits) of select soil samples was determined in accordance with ASTM D 4318. The Atterberg limits and the plasticity index were completed to aid in the classification of the soil. The plastic limit is defined as the moisture content, in percent, where the soil becomes brittle. The liquid limit is defined as the moisture content where the soil begins to act similar to a liquid. The plasticity index is the difference between the liquid and plastic limits. The test results are presented in this appendix. PARTICLE-SIZE TESTING Particle-size analyses were completed on select soil samples in general accordance with ASTM D 1 140 (percent passing the U.S. Standard No. 200 sieve). The test results are presented in this appendix. GEODESIGNk' A_2 JLR-1-03:1 1 1317 SYMBOL SAMPLING DESCRIPTION Location of sample obtained in general accordance with ASTM D 1586 Standard Penetration Test with recovery 11.11 Location of sample obtained using thin-wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D 1 587 with recovery Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery 1 Location of sample obtained using Dames & Moore and 140-pound hammer or pushed with recovery Location of sample obtained using 3-inch-O.D. California split-spoon sampler and 140-pound hammer NLocation of grab sample Graphic Log of Soil and Rock Types — :` '. Observed contact between soil or Rock coring interval ,:,;�;; rock units (at depth indicated) 0 Water level during drilling Inferred contact between soil or rock units (at approximate AZdepths indicated) Water level taken on date shown — - I., +0 :l GEOTECHNICAL TESTING EXPLANATIONS ATT Atterberg Limits P Pushed Sample CBR California Bearing Ratio PP Pocket Penetrometer CON Consolidation P200 Percent Passing U.S. Standard No. 200 DD Dry Density Sieve DS Direct Shear RES Resilient Modulus HYD Hydrometer Gradation SIEV Sieve Gradation MC Moisture Content TOR Torvane MD Moisture-Density Relationship UC Unconfined Compressive Strength NP Nonplastic VS Vane Shear OC Organic Content kPa Kilopascal ENVIRONMENTAL TESTING EXPLANATIONS CA Sample Submitted for Chemical Analysis ND Not Detected P Pushed Sample NS No Visible Sheen PID Photoionization Detector Headspace SS Slight Sheen Analysis MS Moderate Sheen ppm Parts per Million HS Heavy Sheen G0SW Commerce EO DEMI V'te3 o EXPLORATION KEY TABLE A-1 Wilsonville OR 97070 503.968.8787 www.geodesigninc.com RELATIVE DENSITY- COARSE-GRAINED SOILS Relative Density Standard Penetration Dames&Moore Sampler Dames&Moore Sampler Resistance (140-pound hammer) (300-pound hammer) Very Loose 0-4 0- 11 0-4 Loose 4- 10 1 1 -26 4- 10 Medium Dense 10- 30 26- 74 10-30 Dense 30- 50 74- 120 30-47 Very Dense More than 50 More than 120 More than 47 CONSISTENCY- FINE-GRAINED SOILS Consistency Standard Penetration Dames&Moore Sampler Dames&Moore Sampler Unconfined Compressive Resistance (140-pound hammer) (300-pound hammer) Strength(tsf) Very Soft Less than 2 Less than 3 Less than 2 Less than 0.25 Soft 2 -4 3 -6 2 - 5 0.25 -0.50 Medium Stiff 4-8 6- 12 5 -9 0.50- 1.0 Stiff 8- 15 12 - 25 9- 19 1.0-2.0 Very Stiff 15 - 30 25 -65 19-31 2.0-4.0 Hard More than 30 More than 65 More than 31 More than 4.0 PRIMARY SOIL DIVISIONS GROUP SYMBOL GROUP NAME CLEAN GRAVELS GW or GP GRAVEL GRAVEL (< 5%fines) (more than 50%of GRAVEL WITH FINES GW-GM or GP-GM GRAVEL with silt coarse fraction ( - 5%and <_ 12%fines) GW GC or GP GC GRAVEL with clay COARSE-GRAINED retained on GM silty GRAVEL No. 4 sieve) GRAVELS WITH FINES SOILS (> 12%fines) GC clayey GRAVEL (more than 50% GC-GM silty, clayey GRAVEL CLEAN SANDS retained on SAND (<5%fines) SW or SP SAND No. 200 sieve) (50%or more of SANDS WITH FINES SW-SM or SP-SM SAND with silt coarse fraction ( - 5%and <_ 12%fines) SW SC or SP SC SAND with clay passing SANDS WITH FINES SM silty SAND No. 4 sieve) SC clayey SAND (> 12%fines) SC-SM silty, clayey SAND ML SILT FINE-GRAINED CL CLAY SOILS Liquid limit less than 50 CL-ML silty CLAY (50%or more SILT AND CLAY OL ORGANIC SILT or ORGANIC CLAY passing Liquid limit 50 or MH SILT No. 200 sieve) greater CH CLAY OH ORGANIC SILT or ORGANIC CLAY HIGHLY ORGANIC SOILS PT PEAT MOISTURE ADDITIONAL CONSTITUENTS CLASSIFICATION Secondary granular components or other materials Term Field Test such as organics,man-made debris,etc. Silt and Clay In: Sand and Gravel In: very low moisture, Percent Fine-Grained Coarse- Percent Fine-Grained Coarse- dry dry to touch Soils Grained Soils Soils Grained Soils moist damp,without < 5 trace trace < 5 trace trace visible moisture 5 - 12 minor with 5 - 15 minor minor wet visible free water, > 12 some silty/clayey 15 - 30 with with usually saturated j :•- - r e g . 4: > 30 sandy/gravelly Indicate% G EODESIGNz SOIL CLASSIFICATION SYSTEM 9450 SW Commerce Circle-Suite 300 TABLE A-2 Wilsonville OR 97070 503.968.8787 www.geodesigninc.com • Z o - Z J ♦BLOW COUNT INSTALLATION AND DEPTH u <0. 0- •MOITURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION w 017, w < ITTT1 RQD% 1771CORE REC% H v1 187.0 0 50 100 GRAVEL(4.0 inches). x '037 Stiff, brown CLAY (CL), minor sand and gravel; moist - FILL. 2.5 11 `2 • ::J stiff to very stiff at 7.5 feet 15 PP=2.25 tsf PP 10.0—% stiff, brown andra at 10.0 feet g y 13 _ 176.0 r • Medium stiff to stiff, brown, sandySILT 11.0 Driller Comment: easier (ML); moist, low plasticity, sand is fine. drilling at 11.0 feet. 12.5— 15.0- 8 PP=1.25tsf PP 17.5- 20.0— very soft, trace sand; wet at 20.0 feet LL=NP ATT 1J- • PL=NP 22.5— ce G — 25.0— IL' very soft to soft, gray at 25.0 feet 2 F— PP PP=0.0 tsf a 0 27.5— u z u Lri 9 w u a 30.0 0 50 100 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 9 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches G EODESIGNZ JLR-1-03 BORING B-1 ,,,Te 9450 SW Commerce Circle-Suite 300 JLR WASHINGTON SQUARE Wilsonville OR 97070 NOVEMBER2017 FIGURE A-1 503.968.8787 www.geodesigninc.com TIGARD,OR Z = u w ♦BLOW COUNT INSTALLATION AND DEPTH u <- z a •MOISTURE CONTENT% COMMENTS FEET d MATERIAL DESCRIPTION >w I— g Q lmi RQD% 177]CORE REC% w ~ v) —30.0 0 50 100 (continued from previous page) 2 PP PP=0.0 tsf I 32.5— 35.0— soft to medium stiff at 35.0 feet 4 PP � PP=1.25 tsf = ` 37.5— _ 149.0 Medium stiff, gray CLAY(CH), trace _ 38.0 ,/ sand; moist, high plasticity. 40.0 PP � PP=0.75 tsf r 42.5 _ 144.0 Stiff, dark brown CLAY (CL), trace sand; 43.0 moist. 45.0 J/ `1 47.5 _ 139.0 Very stiff, brown CLAY with sand (CL); 48.0 moist, sand is fine to medium (decomposed rock). 50.0 `8 135.5 Exploration completed at a depth of 51.5 Surface elevation estimated from gradingplan provided 52.5— 51.5 feet. by MDG. rr Hammer efficiency factor is 74.8 m percent. 55.0— .2 o I— z a — 0 57.5— _ L z 0 W u 60.0 u 0 50 100 m DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 m O ce 7 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches ° SLR-1-03 BORING B-1 z GEODESIGNZu (continued) 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-1 503.968.8787 www.geodesigninc.com TIGARD,OR • Z O= u w BLOW COUNT INSTALLATION AND ~~ J •MOISTURE CONTENT% COMMENTS DEPTHFEETa MATERIAL DESCRIPTION w UJ — d N w < MTI RQD%CORE REC% 188.0 0 50 100 0��77��5 \GRAVEL(4.0 inches). 103 r 0.3 Medium dense, brown, clayey GRAVEL ;-;.% with sand (GC); moist, fine to coarse, :;.b sand is fine to coarse - FILL. 2.5 : � .c 3 A ••.c _ 183.5 5.0y Stiff, brown CLAY (CL), minor sand and 4.5 _- gravel; moist, medium plasticity- FILL. 15 7.5 r -3 10.0 PP ' PP=1.0 tsf 12.5 — _ 175.0 Soft to medium stiff, brown, sandy SILT 13.0 (ML); wet, nonplastic to low plasticity, sand is fine. 15.0— P200 a: . PP=PP=0.0sf t sf PP 17.5- 20'0 stiff at 20.0 feet I— Y 22.5— O 2s.o— very stiff at 25.0 feet 23 A 0 27.5— u _ 160.0 Medium stiff, gray SILT(ML), trace sand; 28.0 PP 0 moist, medium plasticity. PP=ostsf 0 w _ d 30.0 0 50 100 ui c; DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 9 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches zG EODESIGNZ JLR 1 03 BORING B-2 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 NOVEMBER 2017 JLR WATHGARDOORN OUARE FIGURE A-2 503.968.8787 www.geodesigninc.com u z = u w BLOW COUNT INSTALLATION AND DEPTH u Q a z - •MOISTURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION >w — 2 LI-11--1 0 < ITm RQD%C1773 ORE REC% —30.0 0 50 100 (continued from previous page) 1 56.5 Exploration completed at a depth of 31.5 Surface elevation estimated 32.5— from DGading plan provided 31'5 feet' b Y M Hammer efficiency factor is 74.8 percent. 35.0— 37.5— 40.0— 42.5— 45.0— 47.5— 50.0— F 52.5— U N 55.0— o z a — 57.5— U z U _ en 0U w U F2 60.0 v 0 50 100 ui m DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 0 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches u JLR-1-03 BORING B-2 z GEODESIGN? (continued) o4 9450 SW Commerce Circle-Suite 300 Wilsonville OR 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-2 503.968.8787 www.geodesigninc.com TIGARD,OR • Z o Z J A BLOW COUNT INSTALLATION AND DEPTH = MATERIAL DESCRIPTION j w H °- ••MOISTURE CONTENT% COMMENTS FEET wF— L.) < RCM 177)CORE REC% —o.o 188.0 0 50 100 yon: ASPHALT CONCRETE (2.0 inches). f to 2x 779 \AGGREGATE BASE (5.0 inches). ` 187.4 0.6 / Very stiff, brown and gray CLAY with 2.5 / gravel (CL), minor sand; moist, medium plasticity, gravel is fine to — coarse - FILL. r ILIL 5.0—�/ stiff to very stiff, trace sand andravel at 5.0 feet g `50 181.0 7.5— Medium stiff to stiff, gray SILT(ML), 7.0 minor sand; moist. s PP=1.25 tsf PP lo.o— medium stiff, brown at 10.0 feet I 4i • No recovery. 12.5— P ls.o— soft to medium stiff, gray,with sand; - wet at 1 5.0 feet PP 11 ` PP=<0.25 tsf 17.5- 20.0— very soft at 20.0 feet 0 PP=<0.25 tsf PP A • 22.5— V r: 25.0— o soft at 25.0 feet P200=84% z = P200 ` • a 0 27.5— — u z 0 w u E 30.0 0 50 100 u ui DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 9 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches cece G EODESIGNZ JLR-1-03 BORING B-3 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-3 503.968.8787 www.geodesigninc.com u Z • ° = l7 w BLOW COUNT INSTALLATION AND • DEPTH = MATERIAL DESCRIPTION <w z a •MOISTURE CONTENT% COMMENTS FEET w < RQD% CORE REC% — el 30.0 0 50 100 soft to medium stiff at 30.0 feet a r 32.5— _ 155.0 ?l/ Stiff, brown CLAY(CH); moist, high 33.0 plasticity. 35.0 J/ _ 13 151.5 Exploration completed at a depth of 36.5 — Surface elevation estimated 36.5 feet. from grading plan provided 37.5— by MDG. Hammer efficiency factor is 74.8 percent. 40.0— 42.5— 45.0— 47.5— 50.0— I- 52.5— _ ce H. 55.0— _ o z n_ a 0 57.5— u z Lu O — O w U 60.0 u 0 50 100 m DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 0 ce BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches GEODESIGN JLR-1-03 BORING B-3 (continued) E2 9450 5W Commerce Circle-Suite 300 0 Wilsonville OR97070 NOVEMBER 201 7 JLR WASHINGTON SQUARE FIGURE A-3 503.968.8787 www.geodesigninc.com TIGARD,OR z = u w BLOW COUNT INSTALLATION AND z •MOISTURE CONTENT% COMMENTS DFEET a MATERIAL DESCRIPTION w Uj Nly a Q I TH RQD% 1771 CORE REC% Lu I– " 0.0 193.0 0 50 100 \ASPHALT CONCRETE (2.0 inches). ` io 2� ndc \AGGREGATE BASE (4.0 inches). [ 192.5 0.5 Very stiff, gray SILT with gravel (ML), minor sand; moist, gravel is fine to 2.5— coarse, sand is fine to coarse - FILL. 5.0— _188.0 Medium stiff, gray SILT(ML), trace sand; 5.0 7 PP=0.75 tsf moist, sand is fine. PP L 7.5 stiff, brown, sandy at 7.5 feet PP 419i9 PP=2.0 tsf = 10.0— medium stiff at 10.0 feet PP PP=1.25 tsf ` 181.5 Exploration completed at a depth of 11.5 Surface elevation estimated 1 1.5 feet. from grading plan provided 12.5— _ by MDG. Hammer efficiency factor is 74.8 percent. 15.0- 17.5— _ 20.0— I- 22.5— z C - F 25.0— I- z ;r a - 0 27.5— u z 0 U u - 30.0 0 50 100 U DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 ni 0 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches zGEODESIGNZ JLR-1-03 BORING B-4 • 9450 SW Commerce Circle-Suite 300 JLR WASHINGTON SQUARE Wilsonville OR 97070 NOVEMBER 2017 503.968.8787 www.geodesigninc.com TIGARD,OR FIGURE A-4 • U Z C= V w A BLOW COUNT INSTALLATION AND DFEETEPTH a MATERIAL DESCRIPTION j w •MOISTURE CONTENT% COMMENTS w H N RQD% CORE REC% —0.0 U 189.0 0 50 100 o C ASPHALT CONCRETE (2.0 inches). '0.2.9 .o _r � AGGREGATE BASE (5.0 inches). Stiff, brown and gray SILT(ML), trace o.6 sand; moist- FILL. 2.5— _ Az• _ 184.5 Medium stiff, brown SILT with sand 4.5 5.0— (ML); moist, sand is fine to medium. 6 PP PP=1.5 tsf = 7.5— soft at 7.5 feet z PP • PP=1.0 tsf A 10.0— medium stiff at 10.0 feet 5 PP=0.75 tsf pp A 177.5 Exploration completed at a depth of 11.5 Surface elevation estimated 12 5— 1 1.5 feet, from grading plan provided by MDG. Hammer efficiency factor is 74.8 percent. 15.0— 17.5— 20.0— t- 22.5— U 25.0— o I Z 27.5— u — z 0 u K.-. 30.0 u 0 50 100 ui m DRILLED BY:Westem States Soil Conservation,Inc. LOGGED BY:GJS COMPLETED:09/06/17 0 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches GEODESIGNZ JLR-1-03 BORING B-5 R. 9450 SW Commerce Circle-Suite 300 JLR WASHINGTON SQUARE m Wilsonville OR 97070 NOVEMBER 2017 503.968.8787 swwv.geodesigninc.com TIGARD,OR FIGURE A-5 Z • = U w ♦BLOW COUNT INSTALLATION AND DEPTH v Q a Z 0_ FEET Fi •MOISTURE CONTENT% COMMENTS MATERIAL DESCRIPTION w I- LT, Q ITTTI RQD% 1771 CORE REC% w H I" 188.0 0 50 100 CRUSHED CONCRETE(6.0 inches). 187.5 Stiff, brown-gray CLAY (CL), minor o.s gravel, trace to minor sand; moist, gravel is subangular to angular - FILL. 2.s 5.0 J/ 7.s 10.0 1 S Gravel ando 10.0coarse sandt. in r cuttings to feet. 12.5_4 175.0 Medium stiff, brown SILT(ML), minor 13.0 No gravel in cuttings; sand; moist to wet. cuttings appear to consist of brown silt. 15.0— — DD=90pcf DD PP=0.75 tsf CON P • PP 17 5— very soft at 17.0 feet 0 A 20.0— I— Y 22.5— _ U m - IL-LH 25.0— o very stiff, dark gray, with sand at 25.0 P feet moist at 26.0 feet 17 P200 A • P200=81% 0 27.5— u z ,72 U _ an O u 30.0 0 50 100 vi DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:RSK COMPLETED:09/14/17 0 re BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches zGEODESIGNz JLR-1-03 BORING B-6 9450 5W Commerce Circle-Suite 300 m Wilsonville OR 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-6 503.968.8787 www.geodesigninc.com • Z = u w 0 BLOW COUNT INSTALLATION AND HF- Z DEPTH = MATERIAL DESCRIPTION <13- I-- - •MOISTURE CONTENT% COMMENTS FEET a w 0 vl LU < RQD% CORE REC% —30.0 u 0 50 100 stiff; 3-inch-thick wet lenses at 30.0 9 - feet 32.5— 35.0— medium stiff to stiff, trace sand; without wet lenses at 35.0 feet ATT • PL=24% 37.5— �l/ Stiff, dark gray CLAY (CH), trace sand; -150.0 � 38.0 moist. 40.0 `2 146.5 Exploration completed at a depth of 41.5 Surface elevation estimated 42.5— 41.5 feet• from grading plan provided by MDG. Hammer efficiency factor is 74.8 percent. 45.0— 47.5— 50.0— t— 52.5—tLi — z N. 55.0— — F- z a 0 57.5- 5 z en 0 w — u 60.0 0 50 100 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:RSK COMPLETED:09/14/17 0 ce BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches _° G EODESIGNZ JLR 1 03 BORING B-6 (continued) 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-6 503.968.8787 www.geadesigninc.com TIGARD,OR 60 50 CH Dr OH "A" LINE X 40 Cu.') } I— u 30 CL or OL 20 14 10 MH or OH CL-ML ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT I- Y • KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX NUMBER (FEET) (PERCENT) • • B-1 20.0 37 NP NP NP O B-6 35.0 29 36 24 12 o_ 0 0 u z 0 W u a V m 0 G EODESIGNZ JLR-1-03 ATTERBERG LIMITS TEST RESULTS - w 9450 SW Commerce Circle-Suite 300 Wilsonvvi,1/1,:v!ip.gRe9o7d0e7signi „c.com 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-7 503.968.8787 .geadesigninc.com TIGARD,OR 1 - 2 3 H 4 z W V cc W a 5 z 6 7 8 9 Y 10 100 1,000 10,000 100,000 STRESS (PSF) 0 F- z a KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT DRY DENSITY NUMBER (FEET) (PERCENT) (PCF) • B-6 15.0 34 90 2 9 w u u ui 0 0 0 Z G EODESIGNZ JLR-1-03 CONSOLIDATION TEST RESULTS O 9450 5W Commerce Circle-Suite 300 Z Wilsonville OR 97070 NOVEMBER 2017 JLR WASHINGTON SQUARE FIGURE A-8 O 503.968.8787 www.geodesigninc.com TIGARD,OR u SAMPLE INFORMATION SIEVE ATTERBERG LIMITS MOISTURE DRY SAMPLE CONTENT DENSITY EXPLORATION DEPTH ELEVATION GRAVEL SAND P200 LIQUID PLASTIC PLASTICITY NUMBER (FEET) (FEET) (PERCENT) (PCF) (PERCENT) (PERCENT) (PERCENT) LIMIT LIMIT INDEX B-1 2.5 184.5 26 B-1 10.0 177.0 27 B-1 20.0 167.0 37 NP NP NP B-1 35.0 152.0 35 B-1 40.0 147.0 38 B-2 15.0 173.0 41 65 B-3 2.5 185.5 24 B-3 5.0 183.0 23 B-3 10.0 178.0 38 B-3 20.0 168.0 39 B-3 25.0 163.0 36 84 B-4 2.5 190.5 18 B-4 10.0 183.0 38 B-5 2.5 186.5 24 B-5 7.5 181.5 35 B-6 15.0 173.0 34 90 B-6 26.0 162.0 30 81 B-6 35.0 153.0 29 36 24 12 I- Y r\ 0 z z F O z u, 0 ui 9 G EODESIGNZ JLR-1-03 SUMMARY OF LABORATORY DATA 9450 SW Commerce Circle-Suite 300 m Wilsonville OR 97070 NOVEMBER 201 7 JLR WASHINGTON SQUARE FIGURE A-9 503.968.8787 www.geodesigninc.com TIGARD,OR GeoDesign, Inc. Page 1 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 WSSC-8-01 RIG 1 -SERIAL NO.216807 JDT Test date: 12/28/2016 AR: 1.41 in^2 SP: 0.492 k/ft3 LE: 22.50 ft EM: 30000 ksi WS: 16807.9 ft/s Depth:(15.50-16.50 ft],displaying BN: 1 F@22.10 ft'60.000 kips) A1,2 V@22. 0ft :23.8 ft/s) F1,2 TS:81. ... TB:0 LP: Length of Penetration BPM: Blows/Minute FMX: Maximum Force EMX: Maximum Energy VMX: Maximum Velocity ETR: Energy Transfer Ratio-Rated BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) Average 0.00 0.000 0.0 0.0 0.0 0.0 Std Dev 0.00 0.000 0.0 0.0 0.0 0.0 Maximum -00 -40413756298 -°° -.0 -13259106397 -.0 Minimum .0 404137562986 -0 132591063971 N-value:0 Sample Interval Time:0.00 seconds. GeoDesign, Inc. Page 2 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Depth:(18.00-19.00 ftj,displaying BN: 15 F@22.A0 ft`60.000 kips) A1,2 V@22.g0 ft ;23.8 ft/s) F1,2 I TS:81.,2 TB:0 BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) 1 6 18.08 35.016 14.7 42.7 255.3 72.9 2 6 18.17 35.840 15.0 42.9 260.7 74.5 3 6 18.25 37.582 15.2 42.8 263.3 75.2 4 6 18.33 36.373 14.8 42.7 261.6 74.8 5 6 18.42 35.816 15.1 42.7 263.8 75.4 6 6 18.50 34.710 15.7 42.4 258.9 74.0 7 11 18.55 35.471 15.6 42.4 259.4 74.1 8 11 18.59 34.618 15.2 42.5 257.8 73.6 9 11 18.64 35.918 14.9 42.6 254.1 72.6 10 11 18.68 35.964 15.1 42.6 256.7 73.3 11 11 18.73 34.840 15.3 42.8 252.3 72.1 12 11 18.77 35.285 15.4 42.7 252.4 72.1 13 11 18.82 36.113 14.6 42.8 253.4 72.4 14 11 18.86 35.391 14.8 42.8 252.9 72.3 15 11 18.91 35.632 14.6 43.0 247.2 70.6 16 11 18.95 36.193 14.2 42.7 247.8 70.8 17 11 19.00 35.764 14.3 42.7 254.8 72.8 Average 18.60 35.678 15.0 42.7 256.0 73.2 Std Dev 0.27 0.696 0.4 0.2 4.8 1.4 Maximum 19.00 37.582 15.7 43.0 263.8 75.4 Minimum 18.08 34.618 14.2 42.4 247.2 70.6 N-value: 17 Sample Interval Time:22.45 seconds. GeoDesign, Inc. Page 3 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Depth:(20.50-21.50 ft],displaying BN:39 F@22.D ft'60.000 kips) A1,2 V@22.50 ft 23.8 ft/s) F1,2 i TS:81. 2... , �T +►. �....,e�.,,r �� TB:0 BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) 18 9 20.56 35.272 14.0 1.9 258.8 73.9 19 9 20.61 37.534 15.1 36.7 262.7 75.1 20 9 20.67 35.412 14.5 37.5 264.5 75.6 21 9 20.72 35.605 14.8 42.7 267.5 76.4 22 9 20.78 36.074 15.3 43.0 266.4 76.1 23 9 20.83 34.631 14.4 42.8 262.9 75.1 24 9 20.89 35.244 14.5 43.0 265.9 76.0 25 9 20.94 35.302 14.6 42.6 263.4 75.3 26 9 21.00 34.342 14.4 42.9 261.5 74.7 27 15 21.03 34.668 14.2 42.8 258.7 73.9 28 15 21.07 35.046 14.5 42.9 264.5 75.6 29 15 21.10 34.557 14.6 42.8 262.0 74.9 30 15 21.13 34.676 14.5 42.8 261.3 74.7 31 15 21.17 34.634 14.5 43.2 259.4 74.1 32 15 21.20 35.242 14.3 42.8 261.0 74.6 33 15 21.23 35.028 14.8 43.1 265.6 75.9 34 15 21.27 34.609 14.7 42.9 256.1 73.2 35 15 21.30 35.463 14.5 43.1 258.8 74.0 36 15 21.33 34.914 14.7 42.9 260.1 74.3 37 15 21.37 34.848 14.8 43.0 258.2 73.8 38 15 21.40 35.518 15.0 43.0 265.6 75.9 39 15 21.43 35.235 14.8 43.1 260.7 74.5 40 15 21.47 35.694 15.0 43.1 267.0 76.3 41 15 21.50 35.915 14.9 43.1 261.5 74.7 Average 21.08 35.228 14.6 40.7 262.3 74.9 Std Dev 0.28 0.655 0.3 8.3 3.1 0.9 Maximum 21.50 37.534 15.3 43.2 267.5 76.4 Minimum 20.56 34.342 14.0 1.9 256.1 73.2 N-value:24 Sample Interval Time:32.45 seconds. • GeoDesign, Inc. Page 4 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Depth:(23.00-24.00 ft],displaying BN:67 F@22.50 ft'60.000 kips) A1,2 V@22.E0 ft ;23.8 ft/s) F1,2 1 0 p M TS:81.82 TB:0 BL# BC LP FMX VMX BPM EMX ETR /6" ft kips ft/s bpm ft-lb (%) 42 13 23.04 40.944 13.5 49.7 265.2 75.8 43 13 23.08 40.497 13.5 49.4 266.2 76.1 44 13 23.12 41.809 13.7 49.3 262.6 75.0 45 13 23.15 40.755 14.1 49.5 269.4 77.0 46 13 23.19 40.872 13.8 49.4 263.2 75.2 47 13 23.23 41.572 15.8 49.5 276.2 78.9 48 13 23.27 40.219 13.5 49.5 260.5 74.4 49 13 23.31 40.400 14.0 49.5 264.4 75.5 50 13 23.35 40.719 13.3 49.5 257.7 73.6 51 13 23.38 40.717 13.9 49.6 264.5 75.6 52 13 23.42 40.844 14.5 49.5 265.6 75.9 53 13 23.46 41.072 14.2 49.4 265.1 75.7 54 13 23.50 41.824 13.2 49.6 262.3 75.0 55 15 23.53 41.146 13.9 49.4 261.6 74.7 56 15 23.57 42.197 13.5 49.7 267.2 76.3 57 15 23.60 42.296 13.3 49.5 262.6 75.0 58 15 23.63 41.492 13.5 49.8 260.5 74.4 59 15 23.67 41.639 13.8 49.5 262.3 75.0 60 15 23.70 43.159 14.0 49.6 269.6 77.0 61 15 23.73 42.228 13.7 49.6 260.2 74.3 62 15 23.77 42.498 13.8 49.5 266.7 76.2 63 15 23.80 41.729 13.7 49.7 262.1 74.9 64 15 23.83 43.304 13.9 49.4 269.1 76.9 65 15 23.87 43.829 14.9 49.6 268.8 76.8 66 15 23.90 42.601 13.9 49.4 265.6 75.9 67 15 23.93 40.843 13.9 49.6 268.9 76.8 68 15 23.97 43.530 14.0 49.6 267.3 76.4 69 15 24.00 42.374 13.5 49.8 258.9 74.0 Average 23.54 41.682 13.9 49.5 264.8 75.7 Std Dev 0.29 0.983 0.5 0.1 3.9 1.1 Maximum 24.00 43.829 15.8 49.8 276.2 78.9 Minimum 23.04 40.219 13.2 49.3 257.7 73.6 N-value:28 Sample Interval Time:32.65 seconds. GeoDesign, Inc. Page 5 of 5 SPT Analyzer Results PDA-S Ver.2015.14-Printed: 1/24/2017 Summary of SPT Test Results Project:WSSC-8-01,Test Date: 12/28/2016 LP: Length of Penetration BPM: Blows/Minute FMX: Maximum Force EMX: Maximum Energy VMX: Maximum Velocity ETR: Energy Transfer Ratio-Rated Instr. Blows N N60 Average Average Average Average Average Average Length Applied Value Value LP FMX VMX BPM EMX ETR ft /6" ft kips ft/s bpm ft-lb (%) 22.50 -1 0 0 0.00 0.000 0.0 0.0 0.0 0.0 22.50 6-11 11 13 18.60 35.678 15.0 42.7 256.0 73.2 22.50 9-15 15 18 21.08 35.228 14.6 40.7 262.3 74.9 22.50 13-15 15 18 23.54 41.682 13.9 49.5 264.8 75.7 Overall Average Values: 21.47 37.958 14.4 44.8 261.7 74.8 A-- Standard Deviation: 1.97 3.188 0.6 6.3 5.2 1.5 Overall Maximum Value: 24.00 43.829 15.8 49.8 276.2 78.9 Overall Minimum Value: 18.08 34.342 13.2 1.9 247.2 70.6 Average Energy Transfer Ratio=74.8% Energy Correction Factor=1.25 APPENDIX B EXPLORATIONS COMPLETED BY S&W Pertinent explorations logs and laboratory testing results presented in the 2008 geotechnical report prepared by S&W are presented in this appendix. Figure 2 shows the approximate exploration locations. G EODESIGN= B-1 SLR-1-03:1 1 1317 ' Total Depth: 51.5 ft. Northing: —0 ft. Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: 185.3 ft. Easting: —0 ft. Drilling Company: Subsurface Technologies Rod Type: NWJ Vert.Datum: Station: — Drill Rig Equipment: Diedrich D-50 Turbo Hammer Type: Automatic Horiz.Datum: Offset: — Other Comments: SOIL DESCRIPTIONElev. o au'i - PENETRATION RESISTANCE, N(blows/ft-) Refer to the report text for a proper understanding of the .n a c ZA Hammer Wt.&Drop: 140 lbs/30 inches subsurface materials and drilling methods. The stratification Depth T E 2 N Q lines indicated below represent the approximate boundaries (ft.) fn 0 between soil types,and the transitions may be gradual. +85 2 0 20 40 60 r 1 1.5"Asphalt Concrete o.i • /i 183.8 ;�•i� ...........................�.............................. Base Rock J 1.5 , T �,�, s 1 Verystiff grayclayey y y gravelly SILT; moist; low ••�• 5 a.. to medium plasticity; coarse gravel. (ML) 178.3 •••• S-2T ... ......................................................... FILL [ 7.0 8_3T* Loose to very loose brown SILT with sand 10 " grading to SILT; moist to wet; non-plastic;very s aT I............................................................ fine sand, micaceous. (ML) s_5T :.....................................•:::::.::::::::::::..:::::::::::::::. FINE-GRAINED FLOOD DEPOSITS s eT 15 ........ .,.................i......................*...............................077 .4................... .. - _ 166.3 __ slVery loose to medium dense gray SILT with 19.0S20 3"-5"thick interbeds of sandy SILT;wet; non-plastic;very fine sand, micaceous(ML) !....................... 25 • • ................... ........................................ s-toT 30 • 153.3 46. Very stiff gray silty CLAY,trace gravel;wet; 32.0 :::........................r.""","""""."..,.,,...... medium to high plasticity; coarse angular gravel;slightly micaceous. (CL) �i/,s-11= 35 .................................• •............*.......€.............................. u. )�-\ OLDER TERTIARY SEDIMENTS 146.3 ✓Vi/ I.............................. 39.0 A 40 ........................... .............................................................. Stiff orange&blue-gray silty CLAY;wet; .° .S-12T ............................... medium to high plasticity. (Cl...). ,_ 142.3 6:11 ........ . ............................................................... 1 I 43.0A:,/ I, RESIDUAL SOIL I '° .s t3T 45 Very stiff red-brown silty CLAY;wet; J a' .1.............................!.............................. medium-high plasticity. (CL). ° 50 • 133.8 4 a�-14T . Bottom of Boring Completed (11/20/2008) 51.5 25- ., 55 " o :.............................. LEGEND H 0 20 40 60 o * Sample Not Recovered % Fines(<0.075mm) 3 I Standard Penetration Test • %Water Content ¢ E 3"O.D.Thin-Walled Tube --• Plastic Limit � I Liquid Limit n Natural Water Content a' o d o Washington Square Too Tigard, OR a NOTES 1.Refer to KEY for explanation of symbols,codes,abbreviations and definitions. LOG OF BORING B-1 2.Groundwater level,if indicated above,is for the date specified and may vary. w o 3.USCS designation is based on visual-manual classification and selected lab g testing. December 2008 24-1-03523-001 w 4.The hole location and elevation should be considered approximate. SHANNON &WILSON, INC. /�� Geotechnical and Environmental Consultants FIG. /1L 2 ' Total Depth: 51.5 ft. Northing: –-117 ft. Drilling Method: Mud Rotary Hole Diem.: 6 in. Top Elevation: 185.8 ft. Easting: –340 ft. Drilling Company: Subsurface Technologies Rod Type: NWJ Vert.Datum: Station: – Drill Rig Equipment: Diedrich D-50 Turbo Hammer Type: Automatic Horiz. Datum: Offset: – Other Comments: SOIL DESCRIPTION -0 L PENETRATION RESISTANCE, N(blows/ft.) Refer to the report text for a proper understanding of the Elev. 5 a� o Hammer Wt.&Dro 140lbs/30 inches subsurface materials and drilling methods. The stratification Depth T E 2 � a p• lines indicated below represent the approximate boundaries (ft.) () 0 > W between soil types,and the transitions may be gradual. 0 20 40 60 r 185.6 2"Asphalt Concrete i 0.2 • / 184.3 . ..............................I............................. Baserock 5 – • J S-1T ... Medium stiff to stiff gray SILT with gravel and ;2 5 . 15€ " "«" clay to SILT with clay; low to medium plasticity. 178.8 S-2T V s II i 10 ! I FILLs-a ..............l.............................. Medium stiff brown SILT with clay; moist wet s-5 T i: ilk below 9.5'; low to medium plasticity; orange-red S-8 • 15 mottles, micaceous. (ML) 168.8 __ I 17.07.0 11 FINE GRAINED FLOOD DEPOSITS _ . t:::::::::..:::::::::..::::::: :::::::::::::::.:::::::::.::, . 20 Medium stiff to stiff gray SILT with clay;wet; "1– low plasticity; micaceous. (ML) •_ (" • _ • •• 251.19J) ' •i S-9 :..E:: •— • 30 e s-1o= ..............................:.............................. _. .6. 152.8 • ..........................._.............................. Stiff gray silty CLAY;wet; high plasticity; 33.0 04-11i •–•slightly micaceous. (CL). 35 w147.8 ._. i. .........................................1.............................. �6. OLDER TERTIARY SEDIMENTS 38.0 ° _ . ..............................�.............................. Very stiff brown and gray silty CLAY; moist; .S-12 40 • I medium to high plasticity; numerous a. _ € ........................................................... orange brown mottles. (CL) 141.8 L�s< :::::::....:: ......I:::::::::...:::::::::::::::::::::..::::::::::..::::::::::::: I 44.0 A a : : 5 • 1 I '°.iS_13= •_. 1� RESIDUAL SOIL J 1'S a. _ �: .::: I::::::::::::.::::::::. ::::::f::::::::::::::::::::::::..:::: Very stiff brown clayey SILT with sand grading ° to sandy SILT with clay; low to medium `' 1343 \mac .S-14= 50 ..............................i.........;...• ..........................................• plasticity;fine to medium sand,occasional 51.5 ""... . .............................................. green mottles, possible relict rock structure. I.............................. (ML) 55 Bottom of Boring completed 11/20/2008 0 •N LEGEND o 0 20 40 60 ° * Sample Not Recovered EEO Piezometer Screen and Sand Filter 3 I Standard Penetration Test ® Bentonite-Cement Grout E 3"O.D.Thin-Walled Tube ;'t:!1§ Bentonite Chips/Pellets Plastic Limit 1--111-1 Liquid Limit ® Bentonite Grout Natural Water Content a o ci Washington Square Too ce Tigard, OR a NOTES 1.Refer to KEY for explanation of symbols,codes,abbreviations and definitions. LOG OF BORING B-2 2.Groundwater level,if indicated above,is for the date specified and may vary. w 0 3.USCS designation is based on visual-manual classification and selected lab g testing. December 2008 24-1-03523-001 EE 4.The hole location and elevation should be considered approximate. SHANNON &WILSON, INC. FIG. A3 a Geotechnical and Environmental Consultants 2 • Total Depth: 50.25 ft. Northing: --168 ft. Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: 192.9 ft. Easting: --428 ft. Drilling Company: Subsurface Technologies Rod Type: NWJ Vert.Datum: Station: •- Drill Rig Equipment: Diedrich D-50 Turbo Hammer Type: Automatic Horiz. Datum: Offset: - Other Comments: SOIL DESCRIPTION Elev. o - PENETRATION RESISTANCE, N(blowslft.) Refer to the report text for a proper understanding of the a -- Hammer Wt.&Dro 140 lbs/30 inches subsurface materials and drilling methods. The stratification Depth T E 2 m a P• lines indicated below represent the approximate boundaries (ft.) 0 > Q between soil types,and the transitions may be gradual. 0 20 40 60 2"Asphalt Concrete ,. 10 27 • '/ 191.4 — • Base rock J 1.5 S 1 �.............................. f Stiff brown clayey SILT; moist; medium 5 4"' ...I... f... plasticity;gray and brown mottles. (ML) S-2T ::...................._...... 185.9 7.0 ................................ ...... .......................... FILL Loose to medium dense brown SILT with 3"-5" s aT 10 ..........1. .............:....... ........�.......'............................. thick interbeds of sandy SILT/silty SAND;wet; S_5T _ 178.9 __ .............. non-plastic;very fine sand, micaceous. (ML) I 14.0 T 15 3."""" ao • I I s-6 1 I..................... .....�...........1............... 1 FINE-GRAINED FLOOD DEPOSITS Loose gray SILT with sand with 3"-5"thick 20 ........ .......... ................................................................... • interbeds of sandy SILT/silty SAND;wet; S�T ............................. non-plastic very fine sand; micaceous. (ML) s-6T 25 ...... i .............. g-g :.............................. 162.9 • Medium stiff to stiff gray silty CLAY; moist; high 30.0 r_ioi— 30 ................... ...........,...........................plasticity. (CL) ................................................................................ .............. .............. . ........................................................... u OLDER TERTIARY SEDIMENTS •11I Lu 40 • Very dense tan yellow and orange silty gravelly 4o o . . ,rs 1zT �......_ ............. . .444..32.,5Q/55.5".....A SAND; moist; non-plastic;fine to coarse angular sand,fine angular gravel, relict rock `'ce' �.............................. structure. (SM) 45 :..........50/5.5"....A RESIDUAL SOIL .a . !.............................. 142.65 .( • 50 Bottom of Boring completed 11/19/2008 50.3 S-14T :...........................................5(313".....A 0 55 �..............................i.............................. ............................................................:.............................. 0 0 LEGEND H 0 20 40 60 o * Sample Not Recovered % Fines(<0.075mm) 3 I Standard Penetration Test • %Water Content Plastic Limit 1-4,--I Li E 3"O.D.Thin-Walled Tubequid Limit n Natural Water Content a o d o Washington Square Too Ee Tigard, OR a NOTES 4 M 1.Refer to KEY for explanation of symbols,codes,abbreviations and definitions. LOG OF BORING B-3 2.Groundwater level,if indicated above,is for the date specified and may vary. Lu O 3.USCS designation is based on visual-manual classification and selected lab g testing. December 2008 24-1-03523-001 ce w 4.The hole location and elevation should be considered approximate. SHANNON &WILSON, INC. FIG. A4 < a Geotechnical and Environmental Consultants • Total Depth: 26.5 ft. Northing: -387 ft. Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: 198.6 ft. Fasting: -231 ft. Drilling Company: Subsurface Technologies Rod Type: NWJ Vert.Datum: Station: - Drill Rig Equipment: Diedrich D-50 Turbo Hammer Type: Automatic Horiz.Datum: Offset: - Other Comments: SOIL DESCRIPTION ,_o uu'i c PENETRATION RESISTANCE, N(blowstft.) Refer to the report text for a proper understanding of the - n . A Hammer Wt.&Drop: 140 lbs/30 inches subsurface materials and drilling methods. The stratification Depth E E 2N a lines indicated below represent the approximate boundaries (ft.) f j 0 ' 0 between soil types,and the transitions may be gradual. 0 20 40 60 _6"Asphalt Concrete J, 10 51 s .•. \Base Rock 1975.1 % 1A Loose brown SILT; moist; nonplastic; 195.35 g.. ..............I..............................E..... .................... occasional organics. (ML) 3.3 s-2T 5 ....?IA. .......................................I S-3T ..................................... FILL I 10 187.6 —— s-4Medium dense gray SILT; moist; non plastic; I 11.0T . 1micaceous. (ML) I S-5T I T1 FINE-GRAINED FLOOD DEPOSITS Is-s I 15 ..Very loose to medium dense brown SILT;wet; 180.6 __ 18.0\nonplastic; micaceous. (ML)Ve loose ra SILT with cla ;wet; non lastic S-7T20 . I.............................. to low plasticity; micaceous. (ML) S-8T* .:.............................. 25 172.1 s-9T . .........................I............................................................ Bottom of Boring complete 11/17/2008 26.5 2...........................:............................................................ ..............................:............................................................ 30 ........................................................................................... .......................................................................................... .......................................................................................... LL 35 0 tu ................................ . .. .....................I............................................................. 1. 50 I ........................................................................................... g' 55 ..............................1.............................i.............................. 0 0 20 40 60 o LEGEND O * Sample Not Recovered 3 I Standard Penetration Test a --•-- E 3"O.D.Thin-Walled Tube Plastic Limit I --I Liquid Limit r r Natural Water Content 0 d O Washington Square Too a Tigard, OR a NOTES w N 1.Refer to KEY for explanation of symbols,codes,abbreviations and definitions. LOG OF BORING B-4 0 2.Groundwater level,if indicated above,is for the date specified and may vary. w O 3.USCS designation is based on visual-manual classification and selected lab Si testing. December 2008 24-1-03523-001 w4.The hole location and elevation should be considered approximate. SHANNON &WILSON, INC. /► ¢ Geotechnical and Environmental Consultants FIG. /15 2 ' Total Depth: 26.5 ft. Northing: --215 ft. Drilling Method: Mud Rotary Hole Diam.: 6 in. Top Elevation: 193.6 ft. Easting: --36 ft. Drilling Company: Subsurface Technologies Rod Type: NWJ Vert.Datum: Station: - Drill Rig Equipment: Diedrich D-50 Turbo Hammer Type: Automatic Horiz. Datum: Offset: -• Other Comments: SOIL DESCRIPTIONo w -o L PENETRATION RESISTANCE, N(blows/ft.) Elev. Refer to the report text for a proper understanding of the - n - s ♦ Hammer Wt.&Drop: 140 lbs/30 inches subsurface materials and drilling methods. The stratification Depth E E 2 m 15- lines indicated below represent the approximate boundaries (ft.) w 03 0 0 between soil types,and the transitions may be gradual. 0 20 40 60 1 3"Asphalt Concrete ' 1o33 Base, Coarse Sand J 190.6 3.0 -•: s-tT Medium dense gray SILT with clay,trace 188.6 _ !, 5 .................... .....................................""...""........"""....""""."""" 1 _I gravel and sand; moist; low plasticity;fine to i 1866 :� S-2 • I coarse sand,fine rounded gravel. (ML) I S-3 . .......................................................................... T IFILL JI s-4T 10 .......... ............................................................................ 181.1 _— I.............................. -1 Medium dense gray-brown SILT with clay; i 12.5 S-s �I moist; non-plastic to low plasticity. (ML) Ir 178.6 ._I 15.0 s-6T 15 i.................. II Loose brown SILT with clay; moist; low I ........................................!.............................. SII plasticity; micaceous. (ML) lir is o II IIIII 20 !..................... ...................... ............. IIIlii FINE GRAINED FLOOD DEPOSITS 5-7T !............................................... ............. III Loose brown SILT with clay, 1"-2"thick 11 ............... ............................................ linterbeds of silty SAND;wet; low plasticity;very! 25 i ! --jtfine sand. (ML w/SM) ,Ii 167.1 - S-6T .................. ..................................................................... 26.5 Il Loose Brown SILT with clay;wet; low plasticity; L icaceous. (ML) I 30 .......................................................................................... Gray SILT with clay, 3"-4"interbeds of silty SAND;wet; low plasticity; micaceous. (ML) .......................................................................................... .......................................................................................... Bottom of Boring Completed 11/18/2008 35 .......................................................................................... 'w cL H 40 .......................................................................................... .......................................................................................... ee . .. ..................................................................... .............. .......................................................................................... 50 .......................................................................................... 55 N 0 20 40 60 o LEGEND O * Sample Not Recovered 3 I Standard Penetration Test z Plastic Limit I--t♦ I Liquid Limit a w Natural Water Content 0. o 0 o° Washington Square Too o Tigard, OR a NOTES N 1.Refer to KEY for explanation of symbols,codes,abbreviations and definitions. LOG OF BORING B-5 2.Groundwater level,if indicated above,is for the date specified and may vary. w 0 3.USCS designation is based on visual-manual classification and selected lab g testing. December 2008 24-1-03523-001 ix 4.The hole location and elevation should be considered approximate. SHANNON $WILSON, INC. FIG. A6 Geotechnical and Environmental Consultants SIEVE ANALYSIS HYDROMETER ANALYSIS 0 > SIZE OF MESH OPENING IN INCHES NO.OF MESH OPENINGS PER INCH,U.S.STANDARD GRAIN SIZE IN MILLIMETERS 3 D oT co o3 Tr CO N`- ON V CO NO O O O 0 0 O O O O O O O o CD a CO N c- .- CO i ,- CO � NQOO CO 100 I I I I I I 1 I I 1 1 1 1 1 I I I 1 I -_ 446+ 1 1 1 1 1 I 0 N D _ ca to 90 \ . 10 H O 0 80 u 20 O to > I— Z 2 70 ; 30 (_`I C- 0 W G) o 60 40 m N ›- CO 0_ o CC W m WC/) _Z 50 50 Q LL fl0 I— 0) Z 1— w z 0_ 40 60 W LU0 0- W 0_ 30 70 20 80 10 �` 90 ..\ 01.........,, 0 I I 1 1 1 I I 1 I I 11111111 I 1 1 1 1 1 I I I I 1 1 1 1 I 100 oN 0WO V 0 0 CO O V CO N . rN O O O CO O O O O O CO O 8 0 O O O O O O O GRAIN SIZE IN MILLIMETERS COBBLES COARSE FINE COARSE MEDIUM FINE FINES: SILT OR CLAY GRAVEL SAND DRY BORING AND DEPTH U.S.C.S. SAMPLE GRAVEL SAND FINES ' NAT. DENSITY— Washington Square Too SAMPLE NO. (feet) SYMBOL DESCRIPTION % % % W.C.% PCF g q • B-1,S-6 15.0 ML Gray SILT with sand 0.0 23.0 77.0 36.3 Tigard, OR • B-3,S-6 15.0 ML Gray SILT with sand 0.0 19.8 80.2 35.6 GRAIN SIZE DISTRIBUTION 1 G) December 2008 24-1-03523-001 W SHANNON&WILSON,INC. FIG. B-1 Geotechnical and Environmental Consultants .- - The Macerich Company D 1 70 y E 0 w N j LEGEND 60 cn A CH 7 CL: Low plasticity inorganic °o clays;sandy and silty o 50 / clays N / CH: High plasticity inorganic z clays a CL / ML or OL: Inorganic and organic o Lu 40 / silts and clayey silts of N o / low plasticity o z / MH or OH: Inorganic and organic . / silts and clayey silts of o 30 high plasticity a CL-ML: Silty clays and clayey silts 20A -- / MH or OH 10 — Ly CL-ML ML cm-OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT-LL(%) BORING AND DEPTH U.S.C.S. SOIL LL PL PI NAT. FINES SAMPLE NO. (feet) SYMBOL CLASSIFICATION % % WC Washington Square Too B-1,S-9 25.0 ML GraySILT,nonplastic Tigard, OR P NP NP NP 30.6 •B-2,S-11 35.0 CL Gray silty CLAY,high plasticity 47 23 24 A B-2,S-12 40.0 CL Light brown silty CLAY,medium plasticity 39 20 19 28.6 ATTERBERG LIMITS RESULTS •B-3,S-11 35.0 CL Gray silty CLAY,high plasticity 45 21 24 30.4 71 B-6,5-10 35.0 ML Light gray fine SILT,nonplastic NP NP NP 31.5 id • ❑B-6,S-11 40.0 CL Gray silty CLAY,high plasticity 44 22 22 35.0 December 2008 24-1-03523-001 N' A B-8,S-5 12.5 CL/ML Brown clayey SILT to silty CLAY,low-medium plasticity 32 22 10 35.6 SHANNON&WILSON,INC. FIG. B-2 i Geotechnical and Environmental Consultants The Macerich Company • Subsurface Technologies Operator. SAM CPTOetelrtme: 117201200811;10.25AM Sounding CPT-1 Location WASH.SOUARE TOO Cone Used DSG0683 Jab Number 241-03523.1 Tip Resistance Local Friction. Friction Ratio Pore Pressure Dirt PP Ratio Sort Behavior Type' Or TSF Fs TSF Fs/Ot 1%) Pre PSI tPw-Pht/0t{%) Zone:UBC-1$83 0 0 250 0 5 0 10 -20 100 -20 100 0 92 _k.. I'1 -i_.1 Th TTTT[°T' ,,_..1_. Ti Ti 1" I llTtIl !rit ! r 10 -- r ' -,--- t t ,i ! i'131,3, rri sr, 4 [f iIi e1 151111 i! cC P'P i r' I +f 103 20 ] i i 101.1 �, F i11 ii t193133 1I i, , I li il tI193 iii � ' ' i f t S Depth 30 -__�'-_'�_ - t _r i,r a I..P _.-t'il'77_ i . ,3---- �i,extt�� : is ;c t r �.:y 16313 4 k kt 6 i i1 i Yt 40 1.J- I. 4 1: et i , t f!, + 1 I i .i � x 1 �e r;- ;s i! !3 t 33 t 1 a +i Ill i Pf 5,SIIIII'I 1.0'i IIII.III ::::::::::11 4 I I F 3 t A jE 80 Maximum Depth n 52.17 feet Depth Increment=0.328 feet If 1 sensitive line grained $4 silty day to clay a 7 silty sand to sandy silt a 10 gravely sand to sand •2 organic material N 5 clayey silt to siey clay :8 sand to silty sand 11 very stiff fine grained(*) a 3 clay r 6 sandy silt to clayey silt 9 sand ■12 sand to clayey sand t`) 'Soil behavior type and SPT based on data from USC-1683 NOTES: 1.CPT probe logs are based on piezocone probe data provided by Subsurface Technologies. 2.Soil Behavior Type and SPT based on University of British Columbia-1983. Washington Square Too This correlation is interpretive,and should not be considered the actual soil type according to ASTM D2488. Tigard, Oregon LOG OF CPT-1 December 2008 24-1-03523-001 SHANNON &WILSON, INC. FIG. All Geotechnical and Environmental Consultants Sheet 1 of 2 Subsurface Technologies Operator. SAM CPT Dete/Tt : 11/20/200611'10:25 AM Sounding:: CPT1 Location,WASH.SQUARE TOO Cone Used DSG0683 Job Number 244035231 Tip Resistance Soil Behavior Type' OPT N" Seismic Delay Seismic Velocity Qt TSF Zone;UBC-1983 60%Hammer (milliseconds) (Ws) 0 250 0 12 0 � 50 0 80 0 1200 Tl TIT t'I TI X k i^�^�-i i l�r^�^I 1-1-1_T"(... ".�m.T I_T f_ ilio i 7)U , F?t 7 1 if t41.114 g Rr'* ! f , Y iii ii, 1 , 20 — `y- ' l t'- ' - ,7§2.4.1. :,;F: _ tt, r �� i f w : ! i!, 4 qv- Depth 30 '"`J-- j--- �J iii "---' 1 sJ_�t_ __-- -t— fftl < ¢¢¢fff'tt is PkTY..�.{l7M1 a 4414 i i i i r "-+t VC' 40 s �5, 4444 r • )14 ! a I" Y:',. I 333 N r 149 a ?r+5:.,4N t ;iO 5d a..a..y r.c,. .1.. i ,....'. l i l t 4,i ,4 r e t 1 4 4 ( r i. 1 S Irr frit' re, tt • 111 , 1 ! 80 Maximum Depth=52.17 feet Depth Increment=0.328 feet 2t 1 sensitive fine grained •4 silty clay to clay X 7 silty sand to sandy silt X 10 gravelly sand to sand •2 organic material *5 clayey silt to silty day 8 sand to silty sand •11 very stiff fine grained(') III 3 clay •6 sandy sill to clayey silt V 9 sand 112 sand to clayey sand(7 'Soil behavior type and OPT based an data from UBC-1a83 NOTES: 1.CPT probe logs are based on piezocone probe data provided by Subsurface Technologies. 2.Soil Behavior Type and SPT based on University of British Columbia-1983. Lower Tualatin Interceptor and Forcemain This correlation is interpretive,and should not be considered the actual soil type according to ASTM D2488. Tualatin, Oregon LOG OF CPT-1/Seismic Coneplot April 2008 24-1-03414-001 SHANNON &WILSON, INC. FIG.All Geotechnical and Environmental Consultants Sheet 2 of 2 • Subsurface Technologies Operator SAM CPT Date,Tlme: 11120120¢5 1'10:45 PM Sounding: CPT-2 Location WASH SQUARE TOO Cone Used DSG0583 Job Number 24-1-03523-1 Tip Resistance Local Friction Friction Ratio Pore Pressure Dalt PP Ratio Soil Behavior Type' QtTSF Fs TSR FsiOt il*ht Pw PSI (Pw-Ph)1Qt(` l Zone'.UBC-1983 0 0 250 0 5 0 10 -20 100 -20 100 0 12 i 1 i . .) ,tilillli1.. i I 'I ii 1 i i 1 1l , ligf I r i Ir i { i / t d , , [,.,..: I ,...,,z I 4 43 I 1 F3F air { 1 1 rttr� iii t,+ t ti10 _ __ {_�_F._ 4_ SpA(141 ( . i155 55 X tt 555,15051 t I ) ` 40151,54 1 5 55 3 r t ,` st.1 Llf—J 15 �_ it P i ' 4,43 Y 1 y 20 �_ -. •_- ., e ee'te .x.t{.tri ar dra lL ust +1. 43' + 1 i`a d 4 f i t5,5 • i I 1 1 f 3. P i ! ,,til 555 5 r t ; r I + 1 f t Depth 25 �.___. L__-1_.__,L__. __L. —0-,...,1.11L '-.L.:;-_:‘,.l t±_1_4 3 1+. Oh "1 ~t. I t f ! I }1 y !t t` �+ It I Gtt 30 frfl 5i 15 5 i 5355555 5,55555 i tle 1,5545 i $5 5" _i-">"" -t`r r "r-r I,r,r- e1 +,1' '.r e 1- it IF i i v 1 f FF 3F F 1 1 'U « t 1 fi {i t 11 f .f e i w 1 4 Y1 n134,111,3 50 __ t hfaximum Depth'-4823 feet Depth Increment a 0.328 feet 91 1 sensitive tine grained M 4 silty clay to clay 17 silty sand to sandy silt a 10 gravelly sand to sand 2 organic material M S clayey silt to silty clay 8 sand to silty sand a 11 very stiff fine grained t') ■3 clay ■6 sandy silt to clayey sift 5 sand ■12 sand to clayey sand IN 'Sad behavior type and SPT based on data horn USC-10$3 NOTES: 1.CPT probe logs are based on piezocone probe data provided by Subsurface Technologies. 2.Soil Behavior Type and SPT based on University of British Columbia-1983. Washington Square Too This correlation is interpretive,and should not be considered the actual soil type according to ASTM D2488. Tigard, Oregon LOG OF CPT-2 December 2008 24-1-03523-001 SHANNON &WILSON, INC. FIG. Al2 Geotechnical and Environmental Consultants Sheet 1 of 2 Subsurface Technologies Operator. SAM CPT Deterrtme: 11/20/20051:10;45 PM Sounding CPT-2 Lavation: WASH.SQUARETOO Cone Used DSG0883 Joh Number 24.1-03523-1 SPT N• 60%Hammer 0 g0 I_... _.-_T_._..T I - T 10 a 1 d ± 1 9 t n — 1 I li 4 C�3 F Depth -;-,r th 25 — _ _! *w1 _i___. f&1 I r y 30 1. x Yt i t f t e v y t Maximum Depth=4823 feet Depth Increment=0.328 feet 'Sall behavior type and SPT based an data frem U6C-t883 NOTES: 1.CPT probe logs are based on piezocone probe data provided by Subsurface Technologies. 2.Soil Behavior Type and SPT based on University of British Columbia-1983. Washington Square Too This correlation is interpretive,and should not be considered the actual soil type according to ASTM D2488. Tigard, Oregon LOG OF CPT-2/SPT N60 Value December 2008 24-1-03523-001 SHANNON &WILSON, INC. FIG. Al2 Geotechnical and Environmental Consultants Sheet 2 of 2 ACRONYMS AND ABBREVIATIONS es t 1 ACRONYMS AND ABBREVIATIONS AASHTO American Association of State Highway and Transportation Officials AC asphalt concrete ACP asphalt concrete pavement ADT average daily traffic ASTM American Society for Testing and Materials BGS below ground surface CDSM cement deep soil mixing CPT cone penetrometer test ESAL equivalent single-axle load g gravitational acceleration (32.2 feet/second2) FHWA Federal Highway Administration H:V horizontal to vertical IBC International Building Code MCE maximum considered earthquake MDG Mildren Design Group OSHA Occupational Safety and Health Administration OSSC Oregon Standard Specifications for Construction (2015) pcf pounds per cubic foot pci pounds per cubic inch PG performance grade PGA peak ground acceleration psf pounds per square foot psi pounds per square inch SOSSC State of Oregon Structural Specialty Code SPT standard penetration test S&W Shannon &Wilson, Inc. 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