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ocwI s~T�-ora- 00001 OFFICE COP lierracon JAN 3 0 2019 CITY OF TIGARD GeoReport BUILDING DIVISION Geotechnical Engineering Report Proposed Vault and PETCT Expansion Tigard, Oregon October 3, 2018 Terracon Project No. 82185055 Prepared for: McKesson Specialty Health The Woodlands, Texas Prepared by: Terracon Consultants, Inc. Portland, Oregon terra con.corn arson Environmental Facilities S Geotechnical Materials p October 3, 2018 llerracon McKesson Specialty Health GeoReport 10101 Woodloch Forest The Woodlands, Texas 77380 Attn: Mr. Rodney Villafranca P: 281-863-4723 E: example@client.com Re: Geotechnical Engineering Report Proposed Vault and PETCT Expansion 12123 Southwest 69th Ave, Building A Tigard, Oregon Terracon Project No. 82185055 Dear Mr. Villafranca: We have completed the Geotechnical Engineering services for the above referenced project.This study was performed in general accordance with Terracon Proposal No. P82185055 dated August 2, 2018. This report presents the findings of the subsurface exploration and provides geotechnical recommendations concerning earthwork and the design and construction of foundations and floor slabs for the proposed project. We appreciate the opportunity to be of service to you on this project. If you have any questions concerning this report, or if we may be of further service, please contact us. Sincerely, Terracon Consultants, Inc. -Th -)o"triOfi,6-, CNco, t, N Sia itsi 7837PE " tl"''''''n 7-- _ tt. ,.1._ ..e, ,� OREGON ' •FR 10o3r1B Jachin A. Encarnacion, E.I.T. Kristopher T. Hauck, PE Engineering Intern Principal Terracon Consultants, Inc. 4103 SE International Way, Suite 300 Portland, Oregon 97222 P (503) 659 3281 F (503)659 1287 terracon.com Environmental 8 Facilities 8 Geotechnical 8 Materials 1 ierracon GeoReport REPORT TOPICS INTRODUCTION 1 SITE CONDITIONS 1 PROJECT DESCRIPTION 2 GEOTECHNICAL CHARACTERIZATION 3 GEOTECHNICAL OVERVIEW 4 EARTHWORK 5 SHALLOW FOUNDATIONS 10 DEEP FOUNDATIONS 12 SEISMIC CONSIDERATIONS 15 FLOOR SLABS 15 LATERAL EARTH PRESSURES 16 GENERAL COMMENTS 18 Note:This report was originally delivered in a web-based format.Orange Bold text in the report indicates a referenced section heading. The PDF version also includes hyperlinks which direct the reader to that section and clicking on the logo will bring you back to this page. For more interactive features, please view your project online at client.terracon.com. ATTACHMENTS EXPLORATION AND TESTING PROCEDURES SITE LOCATION AND EXPLORATION PLANS EXPLORATION RESULTS (Boring Logs and Laboratory Data) SUPPORTING INFORMATION (General Notes and Unified Soil Classification System) Responsive E Resourceful 0 Reliable Geotechnical Engineering Report Proposed Vault and PETCT Expansion 12123 Southwest 69th Ave, Building A Tigard, Oregon Terracon Project No. 82185055 October 3, 2018 INTRODUCTION This report presents the results of our subsurface exploration and geotechnical engineering services performed for the proposed vault addition and medical trailer pad to be located at 12123 Southwest 69th Ave, Building A in Tigard, Oregon. The purpose of these services is to provide information and geotechnical engineering recommendations relative to: E Subsurface soil conditions E Foundation design and construction m Groundwater conditions ■ Floor slab design and construction • Site preparation and earthwork is Seismic site classification per IBC E Excavation considerations It Lateral earth pressures The geotechnical engineering scope of services for this project included the advancement of two test borings to depths ranging from approximately 21 to 75 feet below existing site grades. Maps showing the site and boring locations are shown in the Site Location and Exploration Plan sections, respectively. The results of the laboratory testing performed on soil samples obtained from the site during the field exploration are included on the boring logs and as separate graphs in the Exploration Results section of this report. SITE CONDITIONS The following description of site conditions is derived from our site visit in association with the field exploration and our review of publicly available geologic and topographic maps. Responsive E Resourceful E Reliable 1 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon GeORe O/ October 3, 2018 •Terracon Project No. 82185055 p Item Description The project is located at 12123 Southwest 69th Ave, Building A in Tigard, Oregon. The overall parcel is about 2.4 acres and rectangular in shape.Approximate Parcel Information dimensions are about 475 feet in the north-south direction and 220 feet in the east-west direction. Approximate Latitude/Longitude of the center of the site is: 45.432600° N 122.748347°W (See Exhibit D) The northeast quarter of the site is developed with a two-story medical office Existing building, the southern third with a multiple story parking structure, and the Improvements remaining portions as an asphalt paved parking and drives. The western edge and southern edge of the property contains an MSE Wall varying in height from about 5 to about 20 feet in height. Current Ground Cover Landscaped planters around the perimeter of the property with the remaining building covered and asphalt paved. Existing Topography Gently sloping down from east to west with approximately 13 to 18 feet of (from Google Earth overall relief at the western edge of the property retaining wall. Our experience near the vicinity of the proposed development and geologic maps indicates subsurface conditions consist of thick deposits of fine Expected Subsurface grained silt and clay varying from soft to medium stiff in the upper 30 to 40 Conditions feet and increasing in stiffness from stiff to very stiff until bedrock is encountered. Immediately east of the site, basalt bedrock is mapped near the surface; however, our experience on nearby projects indicates soft sediments as described above should be expected. PROJECT DESCRIPTION Our initial understanding of the project was provided in our proposal and was discussed in the project planning stage. Aspects of the project, undefined or assumed, are highlighted as shown below. We request the design team verify this information prior to our initiation of field exploration activities. A period of collaboration has transpired since the project was initiated, and our current understanding of the project conditions is as follows: item i Description We were provided with a site address and loading diagrams from VLMK in Information Provided emails from June 29, 2018 and July 26, 2018, and a Preliminary Site Civil Plan, dated July 25, 2018 and an as-built plan for Welded Wire Retaining Wall. Responsive a Resourceful s Reliable 2 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon GeoReport October 3, 2018 ® Terracon Project No. 82185055 Item Description The expansion will consist of constructing a vault at the northwest corner of Project Description the existing building and a PETCT mobile office trailer pad somewhere on the site. Proposed Structure The vault structure appears to be a single-story structure approximately 45 feet square with a slab on-grade floor. The vault will be a concrete structure and concrete slab on-grade. Building Construction The PETCT mobile office trailer pad appears to consist of two concrete on- grade slabs for support of the trailer wheels and support struts. Finished Floor Estimated to be near existing floor elevation for the medical building ground Elevation floor. Maximum Loads ■ Vault Walls: 7.3 to 19.4 kips per linear foot(MO (provided by VLMK ® PETCT Slabs: 150 to 350 pounds per square foot(psf)plus slab weight Grading/Slopes Less than 2 feet of cut and 2 feet of fill will be required to develop final grade. Below Grade None expected Structures Retaining walls are not expected to constructed as part of site development Free-Standing to achieve final grades. However,there is an existing retaining wall along the Retaining Walls western and southern property line. Pavements We assume that existing pavements will be replaced with like-kind sections. Estimated Start of Fall 2018 Construction GEOTECHNICAL CHARACTERIZATION Subsurface Profile We have developed a general characterization of the subsurface soil and groundwater conditions based upon our review of the data and our understanding of the geologic setting and planned construction. The following table provides our geotechnical characterization. The geotechnical characterization forms the basis of our geotechnical calculations and evaluation of site preparation, foundation options and pavement options. As noted in General Comments, the characterization is based upon widely spaced exploration points across the site,and variations are likely. Responsive ® Resourceful Reliable 3 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon GeoReport October 3, 2018 ■Terracon Project No. 82185055 p Approxiimate Depth to Stratum Material Description Consistency/Density Bottom of Stratum(feet) 1 - Asphalt concrete pavement and Pavement 1 aggregate base course N/A 2-Fill 15 to 20 FILL—poorly graded gravel with Loose to very dense variable amounts of silt and sand 35 to undetermined: Boring 3—Lean B-2 terminated at the Fat clay to lean clay,trace sand, high Medium stiff to soft Clay planned depth in this stratum to medium plasticity,wet Undetermined: Borings Silt, elastic silt,and lean clay,with Very stiff to about 50 ft 4—Silt terminated within this and Clay stratum at the planned depth variable amounts of sand, low to high to hard at greater of approximately 75 feet plasticity,wet depths Conditions encountered at each boring location are indicated on the individual boring logs shown in the Exploration Results section and are attached to this report. Stratification boundaries on the boring logs represent the approximate location of changes in native soil types; in situ, the transition between materials may be gradual. Groundwater Conditions The boreholes were observed while drilling and after completion for the presence and level of groundwater. Due to drilling methods, observation of the groundwater level was precluded. However,this does not necessarily mean the borings terminated above groundwater. Due to the low permeability of the soils encountered in the borings, a relatively long period may be necessary for a groundwater level to develop and stabilize in a borehole. Long term observations in piezometers or observation wells sealed from the influence of surface water are often required to define groundwater levels in materials of this type. Groundwater level fluctuations occur due to seasonal variations in the amount of rainfall, runoff and other factors not evident at the time the borings were performed. Therefore, groundwater levels during construction or at other times in the life of the structure may be higher or lower than the levels indicated on the boring logs. The possibility of groundwater level fluctuations should be considered when developing the design and construction plans for the project. GEOTECHNICAL OVERVIEW Based on the results of the subsurface conditions and the loads imposed by the vault addition, we recommend the vault be supported on deep foundations. Soft compressible soils were encountered below the fill soils at the site from about 15 to 30 feet below the ground surface. The compressibility of this layer would induce settlements on the order of about 2 inches in the vault Responsive E Resourceful a Reliable 4 Geotechnical Engineering Report iTerracon Proposed Vault and PETCT Expansion a Tigard, Oregon October 3, 2018 Terracon Project No. 82185055 GeoReporf location. Therefore, due to the potential static settlements from the vault loads, deep foundations should extend below the compressible layer. The proximity of the vault to the adjacent retaining walls have the potential to induce surcharge loads on the retaining wall. Since the vault will be supported on deep foundations,the loads should be supported on deeper soils and should not adversely impact the retaining walls. Due to the light loads of the medical trailer(PET),the trailer pads can be supported at grade using the planned thickened slab. The General Comments section provides an understanding of the report limitations. EARTHWORK Earthwork will include excavations and fill placement. The following sections provide recommendations for use in the preparation of specifications for the work. Recommendations include critical quality criteria as necessary to render the site in the state considered in our geotechnical engineering evaluation for foundations, floor slabs, and pavements. Site Preparation Site preparation and initial construction activities should be planned to reduce disturbance to the existing ground surface. Construction traffic should be restricted to dedicated driveway and laydown areas. Preparation should begin with procedures intended to drain ponded water and control surface water runoff. Site preparation will require removing existing pavements within the effective development areas. If existing facilities or utility lines (like existing storm lines and catch basins) are encountered during construction activities, existing features shall be removed within the building pad limits, they should be properly capped at the site perimeter, and the trenches should be backfilled in accordance with structural fill recommendations presented in Fill Material Types and Fill Compaction Requirement sections of this report. In the event the exposed subgrade becomes unstable, yielding, or disturbed, we recommend that the materials be removed to a sufficient depth in order to develop stable subgrade soils that can be compacted to the minimum recommended levels. The severity of construction problems will be dependent, in part, on the precautions that are taken by the contractor to protect the subgrade soils. Responsive Resourceful s Reliable 5 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon p GeDRe DI t October 3, 2018 ■ Terracon Project No. 82185055 Subgrade Preparation Strip and remove pavements and other deleterious materials from the proposed development areas. Stripping depths to remove surface materials and/or unsuitable fill within the building pad are anticipated to be minimal but may vary across the site and could be deeper. Areas where loose or soft surface soils exist, they should be compacted or removed and replaced to the depth of the disturbance as subsequently recommended for structural fill. The exposed subgrades should be visually evaluated by the geotechnical engineer using hand probes and visual classification.Where practical,we also recommend testing include proof-rolling to aid in the identification of weak or unstable areas within the near surface soils at the exposed subgrade level. Proof-rolling should be performed using heavy rubber-tired equipment, such as a fully-loaded dump truck, having a minimum gross weight of about 20 tons. At a minimum, proof rolling should be performed on the granular working pad after the undercut has been backfilled with the compacted crushed aggregated. Unsuitable areas observed at this time which are soft, yielding, or unable to be compacted to the specified criteria should be over-excavated and replaced with satisfactory fill material later described in Fill Material Types section of this report. Subgrade Stabilization Based on the outcome of the proof-rolling operations, some undercutting or subgrade stabilization may be expected, especially during wet periods of the year. Methods of stabilization, which are outlined below, could include scarification and re-compaction and/or removal of unstable materials and replacement with granular fill (with or without geotextiles). The most suitable method of stabilization, if required, will be dependent upon factors such as schedule, weather, size of area to be stabilized and the nature of the instability. O Scarification and Re-compaction - It may be feasible to scarify, dry, and re-compact the exposed sand soils at the site during periods of dry weather. The success of this procedure would depend primarily upon the extent of the disturbed area. Stable subgrades may not be achievable if the thickness of the soft soil is greater than about 1 to 1%feet. ■ Granular Fill - The use of crushed stone or gravel could be considered to improve subgrade stability. Typical undercut depths would range from about 1 to 2 feet. The use of high modulus geotextiles i.e., engineering fabric, should reduce the amount of undercut necessary to the lower end of the range. The maximum particle size of granular material placed immediately over geotextile fabric or geogrid should not exceed 2 inches. Over-excavations should be backfilled with structural fill material placed and compacted in accordance with Fill Material Types and Fill Compaction Requirement sections of this report. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering controlled conditions in accordance with the project specifications. Responsive ® Resourceful a Reliable 6 Geotechnical Engineering Report lrerracon Proposed Vault and PETCT Expansion E Tigard, Oregon GeoReport October 3, 2018 Terracon Project No. 82185055 Fill Material Types Engineered or structural fill should meet the following material property requirements: Soil Type ` USCS Classification Acceptable Parameters(for Structural Fill) 2018 Oregon Standard Specification for Construction (OSSC)00330.13 Selected d All locations across the site,with the exception Common Fill2,3 General Backfill with the of within the building pad extents. additional requirements of f Dry Weather only. Liquid Limits<40 and Plasticity Index< 10 J OSSC 00330.14 Selected Granular Backfill with exception of no more than 8% § All locations across the site, Select Fi112 passing the No. 200 sieve by Wet Weather and Dry Weather acceptable. weight and reclaimed glass is not acceptable OSSC 02630.10 Dense Graded Aggregate(2"-0 to 3/"- All locations across the site. Recommended for Crushed Aggregate 0)with exception of no more finished base course materials. Base(CAB) than 8%passing the No.200 Wet Weather and Dry Weather acceptable. sieve by weight Controlled, compacted fill should consist of approved materials that are free (free = less than 3% by weight)of organic matter and debris(i.e.wood sticks greater than%-inch in diameter). Frozen material should not be used, and fill should not be placed on a frozen subgrade. A sample of each material type should be submitted to the geotechnical engineer for evaluation. 2. Materials within 1-foot of floor slabs base, pavement base,and footings should have a maximum particle size of 3-inches. 3. Existing fill soils on-site,while may technically meet the Common Fill specification,should not be planned on re- use underneath footings and floor-stabs-without further evaluation due-to debris fragments of brick and other materials not suitable for building and floor slab support. To reduce the migration of fines into aggregate and Select Fill, the fine-grained subgrades should be covered with the use of high modulus geotextiles (i.e., engineering fabric such as Mirafi HP370 or 500XT). These fabrics will prevent migration and will aid in stabilization of the subgrade for compaction of the CAB. Fill Compaction Requirements The following compaction requirements are recommended for the prepared subgrade and structural fill expected to be placed for this site: Responsive ® Resourceful im Reliable 7 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon GeoReport >G October 3, 2018 • Terracon Project No. 82185055 p Item " :` Description Fill Lift Thickness Common Fill, Select Fill and CAB: 10-inches or less in loose thickness when heavy, compaction equipment is used. Compaction Common Fill, Select Fill & CAB: 95% of the material's maximum Proctor dry Requirements' density(ASTM D1557)below building pad and upper two feet of site pavements. 92%of the materials maximum Proctor dry density(ASTM D1557)elsewhere. Moisture Content Common Fill, Select Fill and CAB: Within ±2 percent of optimum moisture content as determined by ASTM D1557. 1. We recommend that fill be tested for moisture content and compaction during placement. Should the results of the in-place density tests indicate the specified moisture or compaction limits have not been met,the area represented by the test should be reworked and retested as required until the specified moisture and compaction requirements are achieved. Wet-Weather Earthwork As discussed above, the on-site fine-grained native soils would be difficult to reuse as structural fill during wet weather. Consequently, the project specifications should include provisions for using imported, clean, granular fill. As a general structural fill material, we recommend using the crushed aggregate base courses meeting the Oregon Standard Specifications section 02630.10, which are readily available in the region, although some local sources of pit-run or bank-run may be available. The use of high modulus geotextiles (i.e., engineering fabric such as Mirafi HP370) may be used to aid in stabilization of the subgrade. To reduce the potential for subgrade disturbance during wet-weather periods, contractor should install haul roads consisting of clean, crushed rock at a minimum depth of 18 inches. Haul roads install and intended to be incorporated into final pavement section shall be evaluated for conformance with sections Subgrade Preparation and Fill Compaction Requirements prior to placement of crushed rock. Grading and Drainage All grades must provide effective drainage away from the building during and after construction and should be maintained throughout the life of the structure. Water retained next to the building can result in soil movements greater than those discussed in this report. Greater movements can result in unacceptable differential floor slab and/or foundation movements, cracked slabs and walls, and roof leaks. The roof should have gutters/drains with downspouts that discharge onto splash blocks at a distance of at least 10 feet from the building. Exposed ground should be sloped and maintained at a minimum 5 percent away from the building for at least 10 feet beyond the perimeter of the building. Locally, flatter grades may be necessary to transition ADA access requirements for flatwork. After building construction and landscaping, final grades should be verified to document effective drainage has been achieved. Grades around the structure should also be periodically inspected and adjusted as necessary as part of the structure's maintenance program. Where paving or flatwork abuts the structure a maintenance Responsive ■ Resourceful E Reliable 8 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion is Tigard, Oregon GeoReport October 3, 2018 a Terracon Project No. 82185055 program should be established to effectively seal and maintain joints and prevent surface water infiltration. Construction Considerations If granular soils are encountered onsite, they may be suitable for reuse as structural fill in building areas if the material is in accordance with the Fill Material Types section of this report. Even if stable subgrades are exposed during construction, unstable subgrade conditions could develop during general construction operations, particularly if the soils are wetted and/or subjected to repetitive construction traffic. The use of light construction equipment would aid in reducing subgrade disturbance. The use of remotely operated equipment, such as a backhoe, would be beneficial to perform cuts and reduce subgrade disturbance. If the subgrade should become frozen, desiccated, saturated, or disturbed, stabilization measures will need to be employed. The contractor is responsible for designing and constructing stable, temporary excavations (including utility trenches) as required to maintain stability of both the excavation sides and bottom. Excavations should be sloped or shored in the interest of safety following local and federal regulations, including current OSHA excavation and trench safety standards. Care should be taken when excavating near adjacent structures or pavements. If excavations will encroach below a 1 H:1 V plane below the foundations of adjacent structures or right-of-ways,the contractor should be prepared to provide temporary shoring designed to resist the structure or traffic surcharge loads. Construction Observation and Testing The earthwork efforts should be monitored under the observation of the Geotechnical Engineer. Monitoring should include documentation of adequate removal of vegetation and top soil, proof- rolling and mitigation of areas delineated by the proof-roll to require mitigation. Each lift of compacted fill should be tested, evaluated, and reworked as necessary until approved by the Geotechnical Engineer prior to placement of additional lifts. Each lift of fill should be tested for density and water content at a frequency of at least one test for every 2,500 square feet of compacted fill in the building areas and 5,000 square feet in pavement areas. One density and water content test for every 50 linear feet of compacted utility trench backfill. In areas of foundation excavations, the bearing subgrade should be evaluated under the observation of the Geotechnical Engineer. In the event that unanticipated conditions are encountered, the Geotechnical Engineer should recommend mitigation options. Responsive a Resourceful a Reliable 9 Geotechnical Engineering Report lterracon Proposed Vault and PETCT Expansion m Tigard, Oregon GeoReport October 3, 2018 ® Terracon Project No. 82185055 In addition to the documentation of the essential parameters necessary for construction, the continuation of the Geotechnical Engineer into the construction phase of the project provides the continuity to maintain the Geotechnical Engineer's evaluation of subsurface conditions, including assessing variations and associated design changes. SHALLOW FOUNDATIONS Due to the light loads of the PET,the pads and wheels can be supported at grades using concrete pads similar to a mat. If the site has been prepared in accordance with the requirements noted in Earthwork, the following design parameters are applicable for shallow foundations. Design Parameters— Compressive Loads Item Description Maximum Net Allowable Bearing pressure 1,2 1,500 psf(foundations bearing within structural fill) 12 inches of scarified and recompacted site soils or Required Bearing Stratums newly placed structural fill Modular of Subgrade Reaction Coefficient 75 pci Minimum Foundation Dimensions Width: 30 inches Ultimate Passive Resistance 350 pcf(granular backfill) (equivalent fluid pressures) Ultimate Coefficient of Sliding Friction 5 0.45 (granular material) Minimum Embedment below Finished Grade 6 Exterior footings in unheated areas: 12 inches Estimated Total Settlement from Structural Loads 2 Less than about 1 inch Estimated Differential Settlement 2'7 About 2/3 of total settlement Responsive ■ Resourceful ® Reliable 10 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion in Tigard, Oregon G@OR@pvrf October 3, 2018 E Terracon Project No. 82185055 item Description 1. The maximum net allowable bearing pressure is the pressure in excess of the minimum surrounding overburden pressure at the footing base elevation.An appropriate factor of safety has been applied.These bearing pressures can be increased by 1/3 for transient loads unless those loads have been factored to account for transient conditions. Values assume that exterior grades are no steeper than 20%within 10 feet of structure. 2. Values provided are for maximum loads noted in Project Description. 3. Unsuitable or soft soils should be over-excavated and replaced per the recommendations presented in the Earthwork. 4. Use of passive earth pressures require the sides of the excavation for the spread footing foundation to be nearly vertical and the concrete placed neat against these vertical faces or that the footing forms be removed and compacted structural fill be placed against the vertical footing face. 5. Can be used to compute sliding resistance where foundations are placed on suitable soil/materials.Should be neglected for foundations subject to net uplift conditions. 6. Embedment necessary to minimize the effects of frost and/or seasonal water content variations.For sloping ground,maintain depth below the lowest adjacent exterior grade within 5 horizontal feet of the structure. 7. Differential settlements are as measured over a span of 50 feet. Foundation Construction Considerations As noted in Earthwork, the footing excavations should be evaluated under the direction of the Geotechnical Engineer. The base of all foundation excavations should be free of water and loose soil, prior to placing concrete. Concrete should be placed soon after excavating to reduce bearing soil disturbance. Care should be taken to prevent wetting or drying of the bearing materials during construction. Excessively wet or dry material or any loose/disturbed material in the bottom of the footing excavations should be removed/reconditioned before foundation concrete is placed. If unsuitable bearing soils are encountered at the base of the planned footing excavation, the excavation should be extended deeper to suitable soils, and the footings could bear directly on these soils at the lower level or on structural backfill placed in the excavations. This is illustrated on the sketch below. Over-excavation for structural fill placement below footings should be conducted as shown below. The over-excavation should be backfilled up to the footing base elevation, with structural fill placed, as recommended in the Earthwork section. Responsive r Resourceful in Reliable 11 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon October 3, 2018•Terracon Project No. 82185055 GeoReport 4< l�lii 113 '; i,V :111:11:7-71111;;11 I�DESIGNFOOTING LEVEL vSTRUCKRALO RECOMMENDED a _ I�i _ EXCAVATION LEVEL �'I iILl r�{ �(II OVER-EXCAVATION/BACKFILL ZONE NOTE:EXCAVATIONS ARE SHOWN VERTICAL;HOWEVER,THE SIDEWALLS SHOULD BE SLOPED AS NECESSARY FOR SAFETY DEEP FOUNDATIONS Augered and Cast-in-Place (ACIP) Pile Design Parameters The following table can be used to estimate capacities for individual, continuous flight auger piles, commonly referred to as Augered and Cast-in-Place (ACIP) piles. The values are considered to be adequate for estimation of allowable (safety factor applied) load carrying capacity for ACIP piles ranging in diameter from 18 inches to 24 inches embedded 15 feet into the competent bearing stratum encountered at about 35 feet below the ground surface. ACIPs should be spaced at least three pile diameters apart(center-to-center). ALLOWABLE VERTICAL CAPACITIES FOR ACIP PILES Diameter Pile Tip Depth Static Compressive Capacity (feet) (tons) 18-inch 50 40 20-inch 50 47 22-inch 50 54 24-inch 50 60 Note: Stated capacities refer to isolated piles; reductions might be needed for pile groups. Responsive • Resourceful • Reliable 12 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion a Tigard, Oregon Geo►Reporf October 3, 2018 a Terracon Project No. 82185055 ACIP Lateral Loading The following table lists input values for use in LPILE analyses. LPILE will estimate values of kr, and E50 based on strength; however, non-default values of kr,should be used where provided, in particular for the sand strata. Since deflection or a service limit criterion will most likely control lateral capacity design, no safety/resistance factor is included with the parameters. I ci (p ) Stratigraphy K — _ L-Pile Soil Model 4 z Y(Pcf) 15°z i Static No. Material Cyclic 1 Fill Sand 34° 125 --- 60 (Reese) 2 Lean Clay Soft Clay --- 120 1.3 95 Silt to 3 Stiff Clay -- 130 0.5 1050 Lean Clay 4 Silt Stiff Clay -- 130 0.38 1920 1. See Subsurface Profile in Geotechnical Characterization for more details on Stratigraphy 2. Definition of Terms: 4): Internal friction angle, y. Moist unit weight £50: Non-default E50 strain K: Horizontal modulus of subgrade reaction 3. Buoyant unit weight values should be used below water table estimated at 15 feet bgs. We have estimated a 20-inch diameter ACIP with both fixed and free-head conditions with the deflection limit of about 1-inch. For a 20-inch diameter ACIP, we estimate lateral loads of about 20 and 80 kips for free-head and fixed-head conditions, respectively. These are estimates and the pile conditions should be evaluated using the soil parameters above for lateral pile analyses for capacity and pile stresses. When piles are used in groups, the lateral capacities of the piles in the second, third, and subsequent rows of the group should be reduced as compared to the capacity of a single, independent pile. Guidance for applying p-multiplier factors to the p values in the p-y curves for each row of pile foundations within a pile group are as follows: Responsive a Resourceful a Reliable 13 Geotechnical Engineering Report _lierraco_n Proposed Vault and PETCT Expansion ■ Tigard, Oregon October 3, 2018•Terracon Project No. 82185055 GeoReport 0000 Lateral Load ►. ❑ 0 ❑ ❑ DODO fit I fi Thkd& Second Front Subsequent Row Row Rows • Front row: Pm = 0.8; • Second row: Pm = 0.4 • Third and subsequent row: Pm = 0.3. For the case of a single row of piles supporting a laterally loaded grade beam, group action for lateral resistance of piles would need be considered when spacing is less than three pile diameters (measured center-to-center). ACIP Construction Considerations Installation of adjacent piles with a clear distance spacing of less than five pile diameters should be delayed until grout in the initial pile has set. This is required to avoid possible grout intrusion between the piles, which could jeopardize pile integrity. Proper installation of ACIPs is highly operator dependent and require a greater than average dependence on quality workmanship and quality control monitoring. In addition, the successful completion of ACIPs largely depend on the equipment and installation procedures. The auger should be withdrawn in a controlled manner and a sufficient head of grout should always be maintained in the augers, to prevent necking of fluid grout due to hydrostatic pressures. Typically, at least 20 feet of grout head is maintained to ensure shaft continuity. If practical drilling refusal is experienced above the planned termination depth then a replacement pile should be installed. If this occurs, the situation should be evaluated by the Geotechnical Engineer and the Structural Engineer during the pile driving operations. Continued "hard" drilling to attempt to extend through an obstruction should not be performed, due to the possibility of excessive soil removal. The ACIP installation process should be performed under the direction of the Geotechnical Engineer. The Geotechnical Engineer should document the pile installation process including soil/rock and groundwater conditions encountered, consistency with expected conditions, and details of the installed pile. Responsive s Resourceful • Reliable 14 Geotechnical Engineering Report llerracon Proposed Vault and PETCT Expansion k, Tigard, Oregon GeoReport October 3, 2018 r: Terracon Project No. 82185055 SEISMIC CONSIDERATIONS The seismic design requirements for buildings and other structures are based on Seismic Design Category. Site Classification is required to determine the Seismic Design Category for a structure. The Site Classification is based on the upper 100 feet of the site profile defined by a weighted average value of either shear wave velocity, standard penetration resistance, or undrained shear strength in accordance with Section 20.4 of ASCE 7-10. Description . Value 2012 International Building Code Site Classification(IBC)' D 2 Site Latitude 45.44012 Site Longitude 122.62145 Sps Spectral Acceleration for a Short Period 3 0.722g SDI Spectral Acceleration for a 1-Second Period 3 0.440g 1. Seismic site classification in general accordance with the 2012 International Building Code,which refers to ASCE 7-10. 2. The 2012 International Building Code (IBC) uses a site profile extending to a depth of 100 feet for seismic site classification. Borings at this site were extended to a maximum depth of 75 feet. The site properties below the boring depth to 100 feet were estimated based on our experience and knowledge of geologic conditions of the general area. Additional deeper borings or geophysical testing may be performed to confirm the conditions below the current boring depth. 3. These values were obtained using online seismic design maps and tools provided by the USGS (http://earthauake.usgs.gov/hazards/designmaps/). Liquefaction Liquefaction is the phenomenon where saturated soils develop high pore-water pressures during seismic shaking and lose their strength characteristics. This phenomenon generally occurs in areas of high seismicity, where groundwater is shallow and loose granular soils or relatively low- to non-plastic fine-grained soils are present. Due to the medium to high plasticity of the site soils below the groundwater table,we estimateihe-risk-ofiiquefaction to be low. FLOOR SLABS Design parameters for floor slabs assume the requirements for Earthwork have been followed. Specific attention should be given to positive drainage away from the structure and. positive drainage of the aggregate base beneath the floor slab. Responsive ® Resourceful E Reliable 15 Geotechnical Engineering Report lrerracon Proposed Vault and PETCT Expansion ■Tigard, Oregon (7e0Re OI't October 3, 2018 • Terracon Project No. 82185055 p Floor Slab Design Parameters Item Description Minimum 4 inches of free-draining crushed aggregate compacted to at least Floor Slab Base' 95%of ASTM D 1557 2 1. Floor slabs for vault should be structurally supported on the piles to reduce the possibility of floor slab cracking caused by differential movements between the slab and foundation. 2. Free-draining granular material should have less than 5 percent fines (material passing the#200 sieve). Other design considerations such as cold temperatures and condensation development could warrant more extensive design provisions. The use of a vapor retarder should be considered beneath concrete slabs on grade covered with wood, tile, carpet, or other moisture sensitive or impervious coverings, or when the slab will support equipment sensitive to moisture. When conditions warrant the use of a vapor retarder, the slab designer should refer to ACI 302 and/or ACI 360 for procedures and cautions regarding the use and placement of a vapor retarder. Floor Slab Construction Considerations Finished subgrade within and for at least 10 feet beyond the floor slab should be protected from traffic, rutting,or other disturbance and maintained in a relatively moist condition until floor slabs are constructed. If the subgrade should become damaged or desiccated prior to construction of floor slabs, the affected material should be removed and structural fill should be added to replace the resulting excavation. Final conditioning of the finished subgrade should be performed immediately prior to placement of the floor slab support course. The Geotechnical Engineer should approve the condition of the floor slab subgrades immediately prior to placement of the floor slab support course, reinforcing steel and concrete. Attention should be paid to high traffic areas that were rutted and disturbed earlier, and to areas where backfilled trenches are located. LATERAL EARTH PRESSURES Design Parameters Structures with unbalanced backfill levels on opposite sides should be designed for earth pressures at least equal to values indicated in the following table. Earth pressures will be influenced by structural design of the walls, conditions of wall restraint, methods of construction and/or compaction and the strength of the materials being restrained.Two wall restraint conditions are shown. Active earth pressure is commonly used for design of free-standing cantilever retaining walls and assumes wall movement. The "at-rest" condition assumes no wall movement Responsive a Resourceful s Reliable 16 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion is Tigard, Oregon G@ORe/70!'1 October 3, 2018 a Terracon Project No. 82185055 and is commonly used for basement walls, loading dock walls, or other walls restrained at the top. The recommended design lateral earth pressures do not include a factor of safety and do not provide for possible hydrostatic pressure on the walls (unless stated). For active pressure movement S=Surcharge —i' (0.002 H to 0.004 H) S j For at-rest pressure -No Movement Assumed t Horizontal Finished Grade H Horizontal Finished Grade k---p iN-p,--I Retaining Wall Lateral Earth Pressure Design Parameters Surcharge Earth Pressure Coefficient for Effective Fluid Pressures (psf) Pressure Condition Backfill Type` (psf) Unsaturated Submerged Pt Active(Ka) Granular-0.31 (0.31)S (40)H (80)H At-Rest(Ko) Granular-0.47 0.47)S (55)H (90)H Passive(Kp) Granular-3.25 --- (390)H (250)H 1. For active earth pressure, wall must rotate about base, with top lateral movements 0.002 H to 0.004 H, where H is wall height. For passive earth pressure,wall must move horizontally to mobilize resistance. 2. Uniform, horizontal backfill, compacted to at least 92 percent of the ASTM D 1557 maximum dry density, rendering a maximum unit weight of 120 pcf. 3. Uniform surcharge,where S is surcharge pressure. 4. Loading from heavy compaction equipment is not included. 5. No safety factor is included in these values. 6. In order to achieve"Unsaturated"conditions,follow guidelines in Subsurface Drainage for Below Grade Walls below. "Submerged"conditions are recommended when drainage behind walls is not incorporated into the design. Backfill placed against structures should consist of granular soils or low plasticity cohesive soils. For the granular values to be valid, the granular backfill must extend out and up from the base of the wall at an angle of at least 45 and 60 degrees from vertical for the active and passive cases, respectively. Subsurface Drainage for Below Grade Walls A perforated rigid plastic drain line installed behind the base of walls and extends below adjacent grade is recommended to prevent hydrostatic loading on the walls. The invert of a drain line around a below-grade building area or exterior retaining wall should be placed near foundation Responsive IN Resourceful ra Reliable 17 Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion • Tigard, Oregon October 3, 2018 a Terracon Project No. 82185055 GeoReport bearing level. The drain line should be sloped to provide positive gravity drainage to daylight or to a sump pit and pump. The drain line should be surrounded by clean, free-draining granular material having less than 5 percent passing the No. 200 sieve, such as No. 57 aggregate. The free-draining aggregate should be encapsulated in a filter fabric. The granular fill should extend to within 2 feet of final grade, where it should be capped with compacted cohesive fill to reduce infiltration of surface water into the drain system. Slope torodrain away fm building Layer of cohesive fil - ,r/fr ,, ., ,, Foundation wall , /;AEE . OA' *\ ''\\\ Aril:1=gT i \ \ . BackfiN(see report Free-draining graded ei�` \\\, \16=Irequirements) granular filter material or :y V�, �,,\�y\, 11non-graded free-draining ' j material encapsulated n ,\�''‘',‘\\ ‘‘‘.'.'•,:,\ I_' an appropriate filter ^r `,,,, ,,,,",:‘,-,\ a =,- Native,undisturbed fabric(see report) c. �\N.,\\ � 16.7 _ soil or engineered fit jr t\'&-.4:44...,, ,\,..—_ j _ s a II— 1,c • sa6Q%d11—II ,� n—1 ' d MI,~ Perforated drain pipe(Rigid PVC 1 '1. 1111?ft 11. !,-- unless stated otherwise in report)i As an alternative to free-draining granular fill, a pre-fabricated drainage structure may be used. A pre-fabricated drainage structure is a plastic drainage core or mesh which is covered with filter fabric to prevent soil intrusion, and is fastened to the wall prior to placing backfill. GENERAL COMMENTS As the project progresses, we address assumptions by incorporating information provided by the design team, if any. Revised project information that reflects actual conditions important to our services is reflected in the final report. The design team should collaborate with Terracon to confirm these assumptions and to prepare the final design plans and specifications.This facilitates the incorporation of our opinions related to implementation of our geotechnical recommendations. Any information conveyed prior to the final report is for informational purposes only and should not be considered or used for decision-making purposes. Our analysis and opinions are based upon our understanding of the project, the geotechnical conditions in the area, and the data obtained from our site exploration. Natural variations will occur between exploration point locations or due to the modifying effects of construction or weather. The nature and extent of such variations may not become evident until during or after construction. Terracon should be retained as the Geotechnical Engineer, where noted in the final report, to provide observation and testing services during pertinent construction phases. If variations appear, we can provide further evaluation and supplemental recommendations. If variations are Responsive ■ Resourceful a Reliable 18 Geotechnical Engineering Report ire«acon Proposed Vault and PETCT Expansion a Tigard, Oregon (,ieOREp01"f October 3, 2018 E Terracon Project No. 82185055 noted in the absence of our observation and testing services on-site, we should be immediately notified so that we can provide evaluation and supplemental recommendations. Our scope of services does not include either specifically or by implication any environmental or biological (e.g., mold, fungi, bacteria) assessment of the site or identification or prevention of pollutants, hazardous materials or conditions. If the owner is concerned about the potential for such contamination or pollution, other studies should be undertaken. Our services and any correspondence or collaboration through this system are intended for the sole benefit and exclusive use of our client for specific application to the project discussed and are accomplished in accordance with generally accepted geotechnical engineering practices with no third party beneficiaries intended. Any third party access to services or correspondence is solely for information purposes to support the services provided by Terracon to our client. Reliance upon the services and any work product is limited to our client, and is not intended for third parties. Any use or reliance of the provided information by third parties is done solely at their own risk. No warranties, either express or implied, are intended or made. Site characteristics as provided are for design purposes and not to estimate excavation cost. Any use of our report in that regard is done at the sole risk of the excavating cost estimator as there may be variations on the site that are not apparent in the data that could significantly impact excavation cost. Any parties charged with estimating excavation costs should seek their own site characterization for specific purposes to obtain the specific level of detail necessary for costing. Site safety, and cost estimating including, excavation support, and dewatering requirements/design are the responsibility of others. If changes in the nature, design, or location of the project are planned, our conclusions and recommendations shall not be considered valid unless we review the changes and either verify or modify our conclusions in writing. Responsive Resourceful E Reliable 19 co H Z W 2 2 U I EXPLORATION AND TESTING PROCEDURES • Geotechnical Engineering Report lierracon Proposed Vault and PETCT Expansion a Tigard, Oregon -- October 3, 2018 • Terracon Project No. 82185055 GeoReport EXPLORATION AND TESTING PROCEDURES Field Exploration Number of Type of Planned Exploration Explorations I ExplorationDepth(feet) Planned Location 1 Boring 75 or auger refusal Planned Vault Location 1 Boring 15 or auger refusal Planned PETCT Location 1.Below ground surface. 2.The approximate locations of the explorations are shown on the attached Exploration Plan. Boring Layout and Elevations: Unless otherwise noted, Terracon personnel provide the boring layout. Coordinates are obtained with a handheld GPS unit (estimated horizontal accuracy of about ±10 feet) and approximate elevations are obtained by interpolation from the provided site survey as-built. If elevations and a more precise boring layout are desired,we recommend borings be surveyed following completion of fieldwork. Subsurface Exploration Procedures: We advance the borings with a truck-mounted, track- mounted,ATV-mounted rotary drill rig using continuous flight augers(solid stem and/or hollow stem as necessary depending on soil conditions). Four samples are obtained in the upper 10 feet of each boring and at intervals of 5 feet thereafter. In the thin-walled tube sampling procedure, a thin- walled, seamless steel tube with a sharp cutting edge is pushed hydraulically into the soil to obtain a relatively undisturbed sample. In the split-barrel sampling procedure, a standard 2-inch outer diameter split-barrel sampling spoon is driven into the ground by a 140-pound automatic hammer falling a distance of 30 inches. The number of blows required to advance the sampling spoon the last 12 inches of a normal 18-inch penetration is recorded as the Standard Penetration Test (SPT) resistance value. The SPT resistance values, also referred to as N-values, are indicated on the boring logs at the test depths. A 3-inch O.D. split-barrel sampling spoon with 2.5-inch I.D sampler was used for sampling of the fill soils. Sampling procedures are similar to standard split spoon sampling procedure; however, blow counts are typically recorded for 6-inch intervals for a total of 12 inches of penetration.We observe and record groundwater levels during drilling and sampling. For safety purposes, all borings are backfilled with auger cuttings after their completion. Pavements are patched with cold-mix asphalt and/or pre-mixed concrete, as appropriate. All explorations were supervised and logged by a field engineer to record field test data, classify soils, and to collect the samples from the explorations. The samples are placed in appropriate containers and taken to our soil laboratory for testing and classification by a geotechnical engineer. Our exploration team prepares field boring logs as part of standard drilling operations including sampling depths, penetration distances, and other relevant sampling information. Field logs include visual classifications of materials encountered during drilling, and our interpretation of subsurface conditions between samples. Final boring logs, prepared from field logs, represent the Responsive ® Resourceful ® Reliable Geotechnical Engineering Report Terracon Proposed Vault and PETCT Expansions Tigard, Oregon GeoReport October 3, 2018 s Terracon Project No. 82185055 geotechnical engineer's interpretation, and include modifications based on observations and laboratory tests. Laboratory Testing The project engineer reviews the field data and assigns various laboratory tests to better understand the engineering properties of the various soil strata as necessary for this project. Procedural standards noted below are for reference to methodology in general. In some cases, variations to methods are applied because of local practice or professional judgment. Standards noted below include reference to other, related standards. Such references are not necessarily applicable to describe the specific test performed. E ASTM D2216 Standard Test Methods for Laboratory Determination of Water (Moisture) Content of Soil and Rock by Mass • ASTM D4318 Standard Test Methods for Liquid Limit, Plastic Limit, and Plasticity Index of Soils ▪ ASTM D422 Standard Test Method for Particle-Size Analysis of Soils ▪ ASTM D2166/D2166M Standard Test Method for Unconfined Compressive Strength of Cohesive Soil • ASTM D2435/D2435M Standard Test Methods for One-Dimensional Consolidation Properties of Soils Using Incremental Loading The laboratory testing program often includes examination of soil samples by an engineer. Based on the material's texture and plasticity, we describe and classify the soil samples in accordance with the Unified Soil Classification System. Responsive s Resourceful s Reliable SITE LOCATION AND EXPLORATION PLANS SITE LOCATION and NEARBY GEOTECHNICAL DATA 1rC"rrc7Con Proposed Vault and PETCT Expansion ■ Tigard, Oregon .- October 3, 2018 m Terracon Project No. 82185055 GeoReport t 2 ite ,. _ .. . tit r . .. r , tri , . . . li! 4 - " 4 r. t R .. . . i , -� , �yg . i *.,1,;... ., . ,R, lip, __.._._ .. .fit .. ,:- m t' 44444111111 t ,.., .,... A, Historic Terra on Project 2000 feet' � . TDD1&Microse.f;f_ ,oratior DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS EXPLORATIONPLAN 1�Crr�cOn Proposed Vault and PETCT Expansion ■ Tigard, Oregon — October 3, 2018 ItTerracon Project No. 82185055 GeoReport t ; 3 billit; , - -4'.'"'"`'rrr '-' ,f,,, -,-, , -' . t.',..?..",,••,..,;.?„1t,'„,,, ,- x d / ✓',. �j y € T 75 ft 4 j haven pS }" y ; ,----* - .. 4,....--' '''tat.ix..! „.-1:„'-, .,,, .a� 3 F<" e kX E pt ,�dY* ys r � kt t11i! 'r� ' i ''''. ./::,'1 ,',?c'''t .'' ,iff',.T.,*,.-1,7.7.,r--- , ' l',-„!;..:1;*-V-' . ? .i... 4=`"n > i I 2;y� 1 S Y s a 1 -y ' .." 3 f }, i i rr '''llg raa3,,,7 aw,«« m.1w. ff F ': �, f tag Bing et .4.,-,0-ii:ii,:"°' '--,,,......r 1,,f ticr�soft Ccrpor3_ic,r r,. »,ate.. DIAGRAM IS FOR GENERAL LOCATION ONLY,AND IS NOT INTENDED FOR CONSTRUCTION PURPOSES MAP PROVIDED BY MICROSOFT BING MAPS Ti m X r 0 70 cn O z m c r BORING LOG NO. B-1 Page 1 of 2 PROJECT: McKesson Tigard CLIENT: McKesson Specialty Health The Woodlands,TX SITE: 12123 Southwest 69th Ave,Building A Tigard,OR ce 0 LOCATION See Exploration Plan _J w w ATTERBERG y w O w Z 0_ v co O W a o F LIMITS Z g U Latitude:45.4329°Longitude:-122.7484° v _¢ Lu F Ce I-51 e a Z w.- w z LU a a til IX a p ww O a- OUaw 3z >-- LL-PL-PI ow Surface Elev.:100(Ft.) ❑ mu) Q w O U ❑ w DEPTH ELEVATION(Ft.) O U a ASPHALT,3 inches 7 Ina i:i•:: . •GGREGATE BASE COURSE,9 inches r 4s ,%%i FILL-POORLY GRADED GRAVEL WITH • • SILT AND SAND,angular,brown with gray, — X 8 5-8-8 31 11 medium dense — / \ _ N=16 ••••,,•• 5, _ �0•� brown with red hue,dense — X 8 10-15-17 23 10 o •••• 0 • very dense — X 5 14-50/5" ii•i I • : less fines 1 3_,., 50/4" j o • •: — ii BORING LOG NO. B-1 Page 2 of 2 PROJECT: McKesson Tigard CLIENT: McKesson Specialty Health The Woodlands,TX SITE: 12123 Southwest 69th Ave,Building A Tigard,OR ATTERBERG Y 00 LOCATION See Exploration Plan _Jul ill 0. ` 1 m cc w>a o F E. LIMITS Z O LL D 0 Latitude:45.4329°Longitude:-122.7484° v J Q CC r-I OF a LL W F. w Z Z F I- --1 w I I W> W w ❑D g.-. ZL() ...I—Li.' I z 00 g w I-LU ., O w� mx ��w 3z oW LL-PL-PI v O Surface Elev.:100(Ft.) 0 a m a w LL g O U 3 w O o O a DEPTH ELEVATION(Ft.) SILT(ML),trace sand,low plasticity,tan to light brown,very stiff,trace mica,black streaks 41 eggs 11-14-18 (continued) N=32 In 23 with sand,fine to medium grained,hard,trace gravel,highly weathered II I very stiff 4 "® 7-10-13 IS 33 F N=23 0 vi IS Ill Ia w50.0 50 LEAN CLAY(CL),medium plasticity,tan to 5 "® 9-15-18 29 47-26-21 o light brown,hardTT N=33 [�] z i o ogI cc w F a. 5 "® 10-15-17 2.75 o N=32 1-IP c a 0 3.; F1111 I z O m 60.0 40 Y trace sand,low plasticity,brown, 6 1 14-22-29 1 86 2 hard,intermitten layers of sandy silt and silty "® N51 m o sand,trace mica N :: I. ICOJ lil 3 fine to medium grained,brown,red,and orange 6 /,um 15-18-27 El 0 N=45 z 0 0 F cca ai 70.0 30 li I w ELASTIC SILT(MHI,high plasticity,gray and -21-32Ei El 57-32-25 brown,hardre //� 17N=53 0 w o: J z 75.0 25 II I o SILT(ML),trace sand,medium plasticity,light 11-21-29 ®r O_7s�brown,hard,trace mica "� N=50 0 Boring Terminated at 76.5 Feet w 0 Lu Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic a w 0) Advancement Method: See Exploration and Testing Procedures for a Notes: Mud Rotary description of field and laboratory procedures 0 used and additional data(If any). See Supporting Information for explanation of zAbandonment Method: symbols and abbreviations. Z Boring backfilled with bentonite chips and capped with cold 0 0 mix asphalt upon completion. Elevations were not determined. a WATER LEVEL OBSERVATIONS I !INrE1, c: 1.1 Boring Started:08-14-2018 Boring Completed:08 14-2018 I m Drill Rig:CME 75 Driller:Western States Drilling % m 4103 SE International Way,Ste 300 x Portland,OR Project No.:82185055 a BORING LOG NO. B-2 Page 1 of 1 PROJECT: McKesson Tigard CLIENT: McKesson Specialty Health The Woodlands,TX SITE: 12123 Southwest 69th Ave, Building A Tigard,OR W (0 LOCATION See Exploration Plan J m W -- w' ATTERBERG co } O ...., ww>z 0. c F a a o C LIMITS w Li W� F > WF- OL 2C= ~a LL ,,,>- = Latitude:45.4328°Longitude:-122.7485° = J Q w ix F J F-a LL W F- w Z z Li, aQ a W� J > ow v" z�0 ,., Lu �= z O K w F w a O W w 0= c0>a w 3 z it LL-PL-PI w Surface Elev.:100(Ft.) p co O LL 174 g j U o 3 W DEPTH ELEVATION(Ft) O o a o PHALT,3 inches /\ 100/ %iii ' •GGREGATE BASE COURSE 9 inches r—..99.FILL-POORLY GRADED GRAVEL WITH ��� SILT AND SAND,angular,brown and gray, — 1 6-5-7 •• .,,,, medium dense _ �- N=12 ii� _ o ••:•:• 5 — /'©� 24 MIN w ••,• loose,no recovery — 0 4-5-4 g ��i•i• :'- N=9 Q. 1 •����� w .iii 1 =' - E 0-3-5 1 *1 N=8 g •.•.•. driller notes his mud rotary fluid drained out at 27-15 F •����� this depth 1 "� 5-5-4 �����, 3 inch gravels found in sampler,possible — N=9 E, 44, cobbles _ o -OO• _ II o ••%i 20.0 80 w FAT CLAY(CHI,trace sand,medium to high 2�- ='© 2-5-7 38 plasticity,brown and gray,stiff,trace mica — ■- g 2 - g /24.0 76 6 4-5-5 31 Boring Terminated at 24 Feet J J w 3 0 z a 0 J F- re a 2 0 W 0 rere C O a.w w reJ z Z rT0 0 0 0 re LL 0 w <I- Stratification lines are approximate.In-situ,the transition may be gradual. Hammer Type: Automatic w w (a Advancement Method: See Exploration and Testing Procedures for a Notes: i-` Mud Rotary description of field and laboratory o p procedures a used and additional data(If any). F- See Supporting Information for explanation of 0 Abandonment Method: symbols and abbreviations. z Boring backfilled with bentonite chips and capped with cold mix asphalt upon completion. Elevations were not determined. 0 J WATER LEVEL OBSERVATIONS lierracon Boring Started:08-14-2018 Boring Completed:08-14-2018 re m Drill Rig:CME 75 Driller:Western States Drilling y 4103 SE International Way,Ste 300 I Portland,OR Project No.:82185055 UNCONFINED COMPRESSION TEST ASTM D2166 1,800 N 1,600 -1°-.11-1\ n w 1,400 c w 1,200 w 1,000 a 2 O 800 17. 600 400 200 01 0 2 4 6 8 10 12 14 0 °o AXIAL STRAIN -% CC z W SPECIMEN FAILURE MODE SPECIMEN TEST DATA f Moisture Content: % 30 Dry Density: pcf 93 o Diameter: in. 2.83 Z I Height: in. 6.12 o 1 Height/Diameter Ratio: 2.16 ICalculated Saturation: % _ 102.60 1 I Calculated Void Ratio: 0.78 re I I Assumed Specific Gravity: 2.67 I Failure Strain: % 10.78 1 I Unconfined Compressive Strength (psf) 1619 1 I Undrained Shear Strength: (psf) 809 u_ o Strain Rate: in/min 0.0847 Remarks: Failure Mode:Bulge(dashed) w SAMPLE TYPE:Shelby Tube SAMPLE LOCATION: B-1 @ 23-25 feet o DESCRIPTION: LL PL PI Percent<#200 Sieve z re w PROJECT: McKesson Tigard PROJECT NUMBER: 82185055 re lierracon SITE: 12123 Southwest 69th Ave,Building A 4103 SE International Way,Ste 300 CLIENT: McKesson Specialty Health Portland,OR Tigard,OR The Woodlands,TX 5 CONSOLIDATION TEST (D4546) OPer AVM D24350243514,Fig 2 4 6 f a r. O v p 8 H Q U', r,A ce v/ ogic a 0 co m 12 cn▪i 14 0 a_ a 0.1 9 O ° 16 O 100 1,000 10,000 105 0 AXIAL EFFECTIVE STRESS, (psf) a` Natural Initial Overburden P° ° C ° C Initial Void Dry Density LL PI Sp.Gr. U (Psi) g Ratio z Saturation Moisture (P� stress s/tress o % 30.1 % I 90.1 2.67 2700 4,300 16.543 LL ilr; MATERIAL DESCRIPTION USCS AASHTO LL NOTES: 0 w Borehole:B-1 Depth:23 ft Specimen#:8 co PROJECT: McKesson Tigard PROJECT NUMBER: 82185055 ce lierracon SITE: 12123 Southwest 69th Ave,Building A 4103 SE International Way,Ste 300 CLIENT: McKesson Specialty Health $ Tigard,OR Portland,OR 5 The Woodlands,TX C -U -u 0 -a z C, z 0 O z UNIFIED SOIL CLASSIFICATION SYSTEM llerracon Proposed Vault and PETCT Expansion•Tigard,Oregon GeoReport October 3,2018■Terracon Project No.82185055 Soil Classification Criteria for Assigning Group Symbols and Group Names Using Laboratory Tests Group Symbol Group Name Gravels: Clean Gravels: Cu>4 and 1<Cc<3 E GW I Well-graded gravel F More than 50%of Less than 5%fines c Cu<4 and/or 1>Cc>3E GP Poorly graded gravel F coarse fraction Gravels with Fines: Fines classify as ML or MH GM Silty gravel F,0,H Coarse-Grained Soils: retained on No.4 sieve More than 12%fines c Fines classifyas CL or CH GC F,G,H More than 50%retainedClayey gravel on No.200 sieve Sands: Clean Sands: Cu>_6 and 1<Cc<3 E SW Well-graded sand 1 50%or more of coarse Less than 5%fines E Cu<6 and/or 1 >Cc>3 E SP Poorly graded sand fraction passes No.4 Sands with Fines: Fines classify as ML or MH SM Silty sand G,H,I sieve More than 12%fines E Fines classify as CL or CH SC Clayey sand G,H,I PI>7 and plots on or above"A" CL Lean clay K,L,M Inorganic: Silts and Clays: PI<4 or plots below"A"linea ML Silt K,i,M Liquid limit less than 50 Liquid limit-oven dried Organic clayK,L,M,N Fine-Grained Soils: Organic: Liquid limit-not dried <0.75 OL K,L,M,0 50%or more passes the - Organic silt No.200 sieve PI plots on or above"A"line CH Fat clayK,L,Al Inorganic: Silts and Clays: PI plots below"A"line MH Elastic Silt Kc L,M Liquid limit 50 or more Liquid limit-oven dried Organic clay K,L,M,P Organic: <0.75 OH Liquid limit-not dried Organic silt K,L,M,a Highly organic soils: Primarily organic matter,dark in color,and organic odor PT Peat A Based on the material passing the 3-inch(75-mm)sieve H If fines are organic,add"with organic fines"to group name. E If field sample contained cobbles or boulders,or both,add"with cobbles I If soil contains>15%gravel,add"with gravel"to group name. or boulders,or both"to group name. a If Atterberg limits plot in shaded area,soil is a CL-ML,silty clay. C Gravels with 5 to 12%fines require dual symbols: GW-GM well-graded K If soil contains 15 to 29%plus No.200,add"with sand"or"with gravel with silt,GW-GC well-graded gravel with clay,GP-GM poorly gravel,"whichever is predominant. graded gravel with silt,GP-GC poorly graded gravel with clay. E 12% L If soil contains>_30%plus No.200 predominantly sand,add Sands with 5 to fines require dual symbols: SW-SM well-graded "sandy"to group name. sand with silt,SW-SC well-graded sand with clay,SP-SM poorly graded MY soil contains>_30%plus No.200,predominantly gravel,add sand with silt,SP-SC poorly graded sand with clay z "gravelly"to group name. (Dso) N PI>4 and plots on or above"A"line. E Cu=D60!D,° Cc= D10 x o PI<4 or plots below"A"line. D60 P PI plots on or above"A"line. F If soil contains>_15%sand,add"with sand"to group name. o Pl plots below"A"line. G If fines classify as CL-ML,use dual symbol GC-GM,or SC-SM. For classification of fine-grained soils and fine-grained fraction .' \:0 '' 50 i of coarse-grained soils -- \�,e _�. Equation of"A"-line .J ,.p�' EL.- Horizontal at P1=4 to LL=25.5. III 40 then PI=0.73(LL-20) ,.' /--.--1 0� pEquation of"U"-line ,'+ o� }}Z Vertical at LL=16 to P1=7, G� F- 30 ��— then PI=0.9(LL-8) '� ___ , U oO� l— � to 20 GN„. MH or OH 10 I ' 4 -- '" ML or OL 0 — J_ _ ---- o __0 10 16 20 30 40 50 60 70 80 90 100 11, LIQUID LIMIT(LL) GENERAL NOTES lierracon DESCRIPTION OF SYMBOLS AND ABBREVIATIONS McKesson Tigard Tigard,OR GeoReportR October 3,2018 E Terracon Project No.82185055 SAMPLING ! WATER LEVEL FIELD TESTS N Standard Penetration Test v Water Initially Resistance(Blows/Ft.) Encountered MModified W Water Level After a (HP) Hand Penetrometer California 'Shelby Specified Period of Time Ring Tube (T) Torvane Sampler V Water Level After a Specified Period of Time ZStandard (DCP) Dynamic Cone Penetrometer Penetration Water levels indicated on the soil boring logs are Test the levels measured in the borehole at the times indicated.Groundwater level variations will occur UC Unconfined Compressive over time. In low permeability soils,accurate Strength determination of groundwater levels is not possible with short term water level (PID) Photo-lonization Detector observations. (OVA) Organic Vapor Analyzer DESCRIPTIVE SOIL CLASSIFICATION Soil classification is based on the Unified Soil Classification System.Coarse Grained Soils have more than 50%of their dry weight retained on a#200 sieve;their principal descriptors are: boulders, cobbles,gravel or sand. Fine Grained Soils have less than 50%of their dry weight retained on a#200 sieve;they are principally described as clays if they are plastic, and silts if they are slightly plastic or non-plastic.Major constituents may be added as modifiers and minor constituents may be added according to the relative proportions based on grain size. In addition to gradation,coarse-grained soils are defined on the basis of their in-place relative density and fine-grained soils on the basis of their consistency. LOCATION AND ELEVATION NOTES Unless otherwise noted, Latitude and Longitude are approximately determined using a hand-held GPS device.The accuracy of such devices is variable.Surface elevation data annotated with+1-indicates that no actual topographical survey was conducted to confirm the surface elevation. Instead,the surface elevation was approximately determined from topographic maps of the area. STRENGTH TERMS RELATIVE DENSITY OF COARSE-GRAINED SOILS CONSISTENCY OF FINE-GRAINED SOILS (More than 50%retained on No.200 sieve.) (50%or more passing the No.200 sieve.) Density determined by Standard Penetration Resistance Consistency determined by laboratory shear strength testing,field visual-manual procedures or standard penetration resistance Descriptive Term Standard Penetration or Descriptive Term Unconfined Compressive Strength Standard Penetration or i (Density) N-Value (Consistency) Qu,(psf) N-Value Blows/Ft. Blows/Ft. Very Loose 0-3 Very Soft less than 500 0-1 Loose 4-9 Soft 500 to 1,000 2-4 Medium Dense 10-29 --Medium Stiff 1,000 to 2,000 4-8 Dense 30-50 Stiff 2,000 to 4,000 8-15 Very Dense >50 Very Stiff 4,000 to 8,000 15-30 Hard >8,000 >30 RELATIVE PROPORTIONS OF SAND AND GRAVEL - RELATIVE PROPORTIONS OF FINES 1 Descriptive Term(s)of Percent of I Descriptive Term(s)of Percent of 1 other constituents Dry Weight other constituents Dry Weight Trace <15 Trace <5 With 15-29 With 5-12 Modifier >30 Modifier >12 GRAIN SIZE TERMINOLOGY PLASTICITY DESCRIPTION :a;Major Component of Sample Particle Size w:, Term Plasticity Index Boulders Over 12 in.(300 mm) Non-plastic 0 Cobbles , 12 in.to 3 in.(300mm to 75mm) Low 1-10 Gravel 3 in.to#4 sieve(75mm to 4.75 mm) Medium 11-30 Sand #4 to#200 sieve(4.75mm to 0.075mm High >30 Silt or Clay Passing#200 sieve(0.075mm)