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(01 -. 0 fL / 2-7 SW /1l'�~�c /l�v GEODESIGW' /\01, Z(11 •R'ff O l REPORT OF GEOTECHNICAL ENGINEERING SERVICES Proposed Self-Storage Facility 770 NW Cornelius Pass Road Hillsboro, Oregon For William Warren Group August 1, 2016 GeoDesign Project: WilliamWG-3-01 7 s . i IDESIGN O, a August 1, 2016 William Warren Group 5200 East Evans Avenue Denver, CO 80222 Attention: Jon Sudduth Report of Geotechnical Engineering Services Proposed Self-Storage Facility 770 NW Cornelius Pass Road Hillsboro, Oregon GeoDesign Project: WilliamWG-3-01 GeoDesign, Inc. is pleased to submit our report of geotechnical engineering services for the proposed self-storage facility located at 770 NW Cornelius Pass Road in Hillsboro, Oregon. Our services for this project were conducted in accordance with our revised proposal dated May 12, 2016. We appreciate the opportunity to be of service to you. Please call if you have questions regarding this report. Sincerely, GeoDesign, Inc. 4/# if Brett A. Shipton, P.E., G.E. Principal Engineer cc: Dirk McCullogh, Magellan Architects (via email only) TCM:BAS:kt Attachments One copy submitted(via email only) Document ID: WilliamWG-3-01-080116-geor.docx ©2016 GeoDesign,Inc. All rights reserved. 15575 SW Sequoia Pkwy,Suite 100 I Portland,OR 97224 1503.968.8787 www.geodesigninc.com TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 2.0 PURPOSE AND SCOPE 1 3.0 SITE CONDITIONS 2 3.1 Surface Conditions 2 3.2 Subsurface Conditions 2 4.0 CONCLUSIONS 3 5.0 SITE DEVELOPMENT RECOMMENDATIONS 3 5.1 Site Preparation 3 5.2 Construction Considerations 4 5.3 Temporary Slopes 4 5.4 Erosion Control 5 5.5 Structural Fill 5 6.0 FOUNDATION SUPPORT RECOMMENDATIONS 7 6.1 Spread Footings 7 7.0 SLABS-ON-GRADE 8 8.0 PERMANENT RETAINING STRUCTURES 8 9.0 DRAINAGE CONSIDERATIONS 9 10.0 SEISMIC DESIGN CRITERIA 9 11.0 PAVEMENT RECOMMENDATIONS 9 1 1.1 Pavement Design 9 11.2 Conventional Pavement Material Requirements 10 12.0 OBSERVATION OF CONSTRUCTION 10 13.0 LIMITATIONS 10 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 Surcharge-Induced Lateral Earth Pressures Figure 3 APPENDIX Field Explorations A-1 Laboratory Testing A-1 Exploration Key Table A-1 Soil Classification System Table A-2 Boring Logs Figures A-1 -A-3 Test Pit Logs Figures A-4 -A-1 0 Atterberg Limits Test Results Figure A-1 1 Consolidation Test Results Figure A-1 2 Summary of Laboratory Data Figure A-1 3 SPT Hammer Calibration ACRONYMS AND ABBREVIATIONS G EODESIGN? WilliamWG-3-01:080116 1 1.0 INTRODUCTION GeoDesign, Inc. is pleased to submit this report of geotechnical engineering services for the proposed self-storage facility located at 770 NW Cornelius Pass Road in Hillsboro, Oregon. The site is shown relative to surrounding physical features on Figure 1. The site IS 5.71 acres in size and is currently used for agricultural purposes. A residence and several outbuildings currently occupy the site. We understand the proposed development will likely consist of a three-story self-storage facility with leasing office constructed at grade. The development also includes a small parking lot. Structural loading information was not available; however,we have assumed that column loads in the leasing office will range between 250 and 300 kips per foot and bearing wall loads for the self-storage structure will be on the order of 4 kips per foot with minimal column loads. We have assumed floor slab loads will be 125 psf. Acronyms and abbreviations used herein are defined at the end of this document. 2.0 PURPOSE AND SCOPE The purpose of our services was to explore site subsurface conditions and provide geotechnical engineering recommendations for use in design and construction of the proposed development. Our specific scope of work included the following: • Coordinated and managed the field investigation, including locating utilities, site access authorizations, access preparation, and scheduling of contractors and GeoDesign staff. • Reviewed readily available geotechnical and geologic information for the site area. • Explored subsurface conditions within the footprint of the proposed building, parking area, and drive aisles with a combination of borings and shallow test pits. Four borings were drilled within the footprint of the proposed building area to depths of up to 61.5 feet BGS. Six test pits were excavated to depths of up to 13.0 feet BGS within the proposed parking areas and drive aisles. • Obtained geotechnical soil samples for laboratory testing and maintained a log of subsurface conditions. • Completed the following laboratory analyses on disturbed samples obtained from the explorations: • Twenty-eight moisture content determinations in general accordance with ASTM D 2216 • Three Atterberg limits tests in general accordance with ASTM D 4318 • One consolidation test in general accordance with ASTM D 2435 • Three percent fines tests in general accordance with ASTM D 1140 • One dry density test in general accordance with ASTM D 7263 • Provided recommendations for site preparation, grading and drainage, compaction criteria for both on-site and imported material, fill type for imported material, procedures for use of on-site soil, and wet weather earthwork procedures. • Evaluated groundwater conditions at the site and provided general recommendations for dewatering during construction and subsurface drainage. • Provided recommendations for the use of on-site native and fill material for support of floor slabs and pavements. G EODESIGN= 1 WilliamWG-3-01:080116 4 • Provided recommendations for shallow foundations, including recommendations for allowable bearing capacity, settlement, and lateral resistance. • Provided recommendations for use in the design of conventional retaining walls, including backfill and drainage requirements and lateral earth pressures. • Provided recommendations for construction of asphalt and concrete pavements for on-site access roads and parking areas, service access, and building aprons (including subbase, base course, and paving thickness). • Provided recommendations for seismic design factors in accordance with the procedures outlined in the 2012 IBC and the 2014 SOSSC. • Prepared this report that presents our findings, conclusions, and recommendations. 3.0 SITE CONDITIONS 3.1 SURFACE CONDITIONS The site is 5.71 acres in size and is currently used for agricultural purposes. A residence and several outbuildings are present on the property. The site is bound to the north by the TriMet Max light rail line, on the west by NW Cornelius Pass Road, on the east by vacant land, and on the south by an electrical substation. The site is vegetated with low-lying grass and includes several mature trees around the residence and outbuildings. The site topography is relatively flat. 3.2 SUBSURFACE CONDITIONS We explored subsurface conditions at the site by drilling three borings (B-1, B-2, B-2a, and B-3)to depths of up to 61.5 feet BGS in the proposed building footprint. Six test pits (TP-1 through TP-6)were excavated in parking areas and drive aisles to depths of up to 13.0 feet BGS. The approximate locations of the explorations are shown on Figure 2. Descriptions of the field explorations, laboratory procedures, and logs of the explorations are presented in the Appendix. The site is generally underlain by sand, silt, and clay to the depth of our explorations. The following sections provide a brief description of the subsurface conditions encountered in the explorations. 3.2.1 Root and Topsoil Zone In general, a root zone and topsoil zone were observed at the surface of the site in most of the test pit explorations. The root zone extends to depths of approximately 2-1/4 to 3 inches BGS, and the topsoil zone generally extends to depths of approximately 10 to 12 inches BGS. 3.2.2 Fill Fill was encountered in borings B-2 and B-2A to a depth of up to 6.5 feet BGS. The fill is comprised of very soft to stiff clay with silt, sand, concrete debris, and organics. Fill was not encountered in any other explorations conducted at the site. 3.2.3 Clay,Silt,and Sand The topsoil zone and fill, where encountered, is underlain by native very soft to very stiff silt and clay with varying amounts of sand and clay to the total depths explored (up to 61.5 feet BGS). The silt and clay is interbedded with very loose to medium dense sand varying in thickness from 0.5 foot to 2.5 feet. G EODESIGN= 2 WilliamWG-3-01:080116 3.2.4 Groundwater Groundwater seepage was observed at depths of 7 to 13 feet BGS in borings and several of the test pits completed during our investigation. It is possible that groundwater could become perched in the upper silt soil or fill soil 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 CONCLUSIONS Based on the results of our subsurface explorations and engineering analyses, it is our opinion the site can be developed as proposed. In our opinion, the following factors will have an impact on design and construction of the proposed facility: • The building can be established on shallow foundations bearing on the native silt or structural fill placed over undisturbed native soil. • In areas where we encountered undocumented fill, the proposed structure will require foundation elements that penetrate the undocumented fill soil. Alternatively, the undocumented fill can be removed to expose firm native soil and backfilled with structural fill where foundations are planned. • The on-site soil is suitable for use as structural fill provided it is properly moisture conditioned. However, it will be difficult, if not impossible, to achieve adequate compaction of on-site soil during periods of wet weather. • The on-site soil will provide inadequate support for construction equipment during periods of persistent rainfall. Granular haul roads and working pads or cement amendment should be employed if earthwork will occur during the wet winter months. The following sections present specific recommendations for use in design and construction of the proposed development. 5.0 SITE DEVELOPMENT RECOMMENDATIONS 5.1 SITE PREPARATION 5.1.1 Grubbing and Stripping The existing root zone should be stripped and removed from the site in all proposed building and pavement areas and for a 5-foot margin around such areas. Based on our explorations, the depth of stripping will be approximately 3 inches, although greater stripping depths will be required in the heavily forested areas and to remove localized zones of loose or organic soil. Greater stripping depths may be required to remove localized zones of loose or organic soil, and the actual stripping depth should be based on field observations at the time of construction. Stripped material should be transported off site for disposal or used in landscaped areas. 5.1.2 Subgrade Preparation and Evaluation An approximately 10-to 12-inch-thickk topsoil zone was observed in most of the explorations. We recommend removing or scarifying the stripped ground surface to the depth of the topsoil zone within all building and paved fill areas prior to placing structural fill. The scarified soil should be compacted as recommended for structural fill. The on-site silty material can be sensitive to small G EO DESIGNS 3 WilliamWG-3-01:080116 changes in moisture content and will be difficult, if not impossible, to compact adequately during wet weather. Accordingly, scarification and compaction of the subgrade will likely only be possible during extended dry periods and following moisture conditioning of the soil. Following stripping and prior to placing fill, pavement, or building improvements, the exposed subgrade should be evaluated by proof rolling. The subgrade should be proof rolled with a fully loaded dump truck or similar 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. Soft or loose zones identified during proof rolling should be excavated and replaced with compacted structural fill. Areas that appear too wet or soft to support proof rolling equipment should be prepared in accordance with recommendations for wet weather construction provided in the "Construction Considerations" section of this report. 5.1.3 Test Pit Locations The test pit excavations were backfilled using the relatively minimal compactive effort of the hoe bucket; therefore, soft spots can be expected at these locations. We recommend this relatively uncompacted soil be removed from the test pits to a depth of 3 feet below finished subgrade. If a test pit is located within 10 feet of a footing, we recommend full-depth removal of the uncompacted soil. The resulting excavation should be brought back to grade with structural fill. 5.2 CONSTRUCTION CONSIDERATIONS Fine-grained soil present on this site is easily disturbed during the wet season. 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 should include considerations for minimizing subgrade disturbance. If construction occurs during the wet season, or if the moisture content of the surficial soil is more than a few percentage points above the optimum, site stripping and cutting may need to be accomplished using track-mounted equipment, loading removed material into trucks supported on granular haul roads. The thickness of the granular material for haul roads and staging areas will depend on the amount and type of construction traffic and should be the responsibility of the contractor. Generally, a 12-to 18-inch-thick mat of granular material is sufficient for light staging areas and the basic building pad but is generally not expected to be adequate to support heavy equipment or truck traffic. The granular mat for haul roads and areas with repeated heavy construction traffic typically needs to be increased to between 18 to 24 inches. The actual thickness of haul roads and staging areas should be based on the contractor's approach to site development and the amount and type of construction traffic. The material used to construct haul roads and staging area should also be selected by the contractor. 5.3 TEMPORARY SLOPES Slopes less than 10 feet high should be no steeper than 1%H:1 V. If slopes greater than 10 feet high are required, GeoDesign should be contacted to make additional recommendations. All cut slopes should be protected from erosion by covering them during wet weather. If sloughing or instability is observed, the slope should be flattened or the cut supported by shoring. G EODESIGN= 4 WilliamWG-3-01:080116 5.4 EROSION CONTROL The on-site soil is moderately susceptible to erosion. Consequently,we recommend slopes be covered with an appropriate erosion control product if construction occurs during periods of wet weather. We recommend all slope surfaces be planted as soon as practical to minimize erosion. 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. 5.5 STRUCTURAL FILL Structural fill includes fill beneath foundations, slabs, pavements, any other areas intended to support structures, or within the influence zones of structures. Structural fill should be free of organic matter and other deleterious material and, in general, should consist of particles no larger than 3 inches in diameter. Recommendations for suitable fill material are provided in the following sections. 5.5.1 On-Site Native Soil The on-site native soil will be suitable for use as structural fill only if it can be moisture conditioned. The on-site silty soil is sensitive to small changes in moisture content and may be difficult, if not impossible, to compact adequately during wet weather or when its moisture content is more than a few percentage points above optimum. Laboratory tests indicate the moisture content of the native silt unit is significantly greater than the anticipated optimum moisture content required for satisfactory compaction. Therefore, this soil may require extensive drying if it is used as structural fill. We recommend using imported granular material for structural fill if the moisture content of the on-site soil cannot be reduced. Native soil should be placed in lifts with a maximum uncompacted thickness of 8 inches and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. 5.5.2 Imported Granular Material Imported granular material should be pit- or quarry-run rock, crushed rock, or crushed gravel and sand that is fairly well graded between coarse and fine and has less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve. All granular material must be durable such that there is no degradation of the material during and after installation as structural fill. The percentage of fines can be increased to 12 percent if the fill is placed during dry weather and provided the fill material is moisture conditioned, as necessary, for proper compaction. The 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 exist,the initial lift should have a maximum thickness of 15 inches and should be compacted with a smooth-drum roller without the use of vibratory action. 5.5.3 Floor Slab Base Rock Imported durable granular material placed beneath building floor slabs should be clean crushed rock or crushed gravel and sand that is fairly well graded between coarse and fine. The granular material should have a maximum particle size of 1Y2 inches, have less than 5 percent by dry weight passing the U.S. Standard No. 200 sieve, and have at least two mechanically fractured G EODESIGNN 5 WilliamWG-3-01:080116 surfaces. The imported base rock 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. 5.5.4 Recycled Concrete Recycled concrete can be used for structural fill provided the concrete is processed to a relatively well-graded material with maximum particle size of 3 inches. This material can be used as trench backfill and general structural fill if it meets the requirements for imported granular material,which would require a smaller maximum particle size. The 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. 5.5.5 Trench Backfill Trench backfill for the utility pipe base and pipe zone should consist of durable well-graded granular material containing no organic or other deleterious material, have a maximum particle size of 3 inch, and have less than 8 percent by dry weight passing the U.S. Standard No. 200 sieve. Backfill for the pipe base and to the springline of the pipe should be placed in maximum 12-inch- thick lifts and compacted to not less than 90 percent of the maximum dry density, as determined by ASTM D 1557 or as recommended by the pipe manufacturer. Backfill above the springline of the pipe should be placed in maximum 12-inch-thick lifts and compacted to not less than 92 percent of the maximum dry density, as determined by ASTM D 1557. Trench backfill located within 2 feet of finish subgrade elevation should be placed in maximum 12-inch-thick lifts and compacted to not less than 95 percent of the maximum dry density, as determined by ASTM D 1557. 5.5.6 Stabilization Material If groundwater is present at the base of utility excavations,we recommend placing trench stabilization material at the base of the excavation consisting of at least 2 feet of well-graded gravel, crushed gravel, or crushed rock with a minimum particle size of 4 inches and less than 5 percent by dry weight passing the U.S. Standard No. 4 sieve. The material should be free of organic matter and other deleterious material and should be placed in one lift and compacted until "well keyed." 5.5.7 Soil Amendment with Cement As an alternative to the use of imported granular material for wet weather structural fill, an experienced contractor may be able to amend the on-site silt and clay soil with portland cement or with limekiln dust and 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. Removal of oversized material may be required in some areas to prevent damage to the tilling equipment required for cement amendment. Amendment of the existing gravel surfacing material is not recommended. Specific recommendations for soil amending can be provided based on exposed site conditions, if necessary. However, for preliminary design purposes, we recommend a target strength for cement-amended soils of 80 psi. The amount of cement used to achieve this target generally G EODESIGN= 6 WilliamWG-3-01:080116 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. Generally, 4 percent cement by weight of dry soil can be used when the soil moisture content does not exceed approximately 20 percent. If the soil moisture content is in the range of 25 to 35 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. Portland cement-amended soil is hard and has low permeability; therefore, 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 planned for drainage and planting. 6.0 FOUNDATION SUPPORT RECOMMENDATIONS The planned structure may be supported by continuous wall and isolated column footings founded on the underlying undisturbed soil or on structural fill overlying firm native soil. Our recommendations for use in foundation design and construction are provided in the following sections. 6.1 SPREAD FOOTINGS 6.1.1 Bearing Capacity The proposed structure can be supported on conventional spread footings bearing on firm, undisturbed native soil or on structural fill underlain by firm, undisturbed native soil. Undocumented fill should be removed from footing subgrade and backfilled with structural fill. The structural fill should extend a minimum of 6 inches beyond the footing perimeter for every foot excavated below the base grade of the footings. Due to the potential undocumented fill at the site,we recommend we be retained to observe the footing subgrades and replacement of undocumented fill with structural fill. We recommend footings be sized based on an allowable bearing pressure of 2,500 psf. This is a net bearing pressure; the weight of the footing and overlying backfill can be ignored in calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads and may be increased by 50 percent for short-term loads, such as those resulting from wind or seismic forces. Continuous wall and spread footings should be at least 16 inches wide. The bottom of exterior footings should be at least 18 inches below the lowest adjacent final grade. The bottom of interior footings should be placed at least 12 inches below the base of the floor slab. Total post-construction settlement is expected to be less than 1 inch. Differential settlement is expected to be less than %z inch. 6.1.2 Lateral Resistance Lateral loads on footings can be resisted by passive earth pressure on the sides of the footings and by friction on the base of the footings. The available passive earth pressure for footings G EO DESIG N= 7 WilliamWG-3-01:080116 confined by native soil and structural fill is 350 pcf. Adjacent floor slabs, pavements, or the upper 12-inch depth of adjacent, unpaved areas should not be considered when calculating passive resistance. A coefficient of friction equal to 0.35 may be used when calculating resistance to sliding on the native soil. A coefficient of friction equal to 0.45 may be used for footings founded on granular structural fill. 7.0 SLABS-ON-GRADE 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 in the"Structural Fill" section of this report. 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. 8.0 PERMANENT RETAINING STRUCTURES Permanent 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 assumption that(1)the backfill is level, (2)the backfill is drained, and (3) the wall is less than 12 feet in height. Lateral pressures induced by surcharge loads can be computed using the methods presented on Figure 3. Seismic lateral forces can be calculated using a dynamic force equal to 7H2 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. Footings for retaining walls should be designed as recommended for shallow foundations. Drains consisting of a perforated drainpipe wrapped in a geotextile filter should be installed behind retaining walls. The pipe should be embedded in a zone of coarse sand or gravel containing less than 2 percent by dry weight passing the U.S. Standard No. 200 sieve and should outlet to a suitable discharge. G EODESIGM 8 WilliamWG-3-01:080116 9.0 DRAINAGE CONSIDERATIONS We recommend roof drains be connected to a tightline leading to storm drain facilities. Pavement surfaces and open space areas should be sloped such that surface water runoff is .. collected and routed to suitable discharge points. We also recommend ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the building. 10.0 SEISMIC DESIGN CRITERIA Seismic design is prescribed by the 2014 SOSSC and the 2012 IBC. Table 1 presents the site design parameters prescribed by the 2012 IBC for the site. Table 1. Seismic Design Parameters Parameter / Short Period 1 Second Period (TS=0.2 second) (T1 = 1.0 second) MCE Spectral Acceleration, S SS= 1.005g S = 0.444 g Site Class D Site Coefficient, F Fa= 1.098 F = 1.556 Adjusted Spectral Acceleration, SM SMs= 1.103 g SM1 = 0.691 g Design Spectral Response S = 0.736 g Spy = 0.461 g Acceleration Parameters, Sp DS Liquefaction settlement is the result of seismically induced densification and subsequent ground settlement of loose sand and silty sand below the groundwater table. Based on the findings of our subsurface exploration, it is our opinion that liquefaction is not considered a hazard. 11.0 PAVEMENT RECOMMENDATIONS 11.1 PAVEMENT DESIGN Our pavement recommendations are based on a minimum California Bearing Ratio value of 3 and a design life of 20 years. We do not have specific information on the frequency and type of vehicles that will use the area; however, we have assumed that post-construction traffic conditions will consist of no more than five heavy trucks per day. We recommend a pavement section consisting of a minimum of 3.0 inches of AC pavement underlain by a minimum of 10.0 inches of aggregate base. For areas subjected to passenger car traffic only,we recommend a pavement section consisting of a minimum of 2.5 inches of AC pavement underlain by a minimum of 8.0 inches of aggregate base. 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. G EO DESIGN= 9 WilliamWG-3-01:080116 Wet weather construction could require an increased thickness of aggregate base. We can provide additional recommendations in a separate memorandum if pavement design is required for public roadways. If the subgrade is stabilized with portland cement, a section consisting of 2.5 inches of AC over 4.0 inches of aggregate base should be appropriate in passenger car traffic areas and 3.0 inches of inches of AC over 4.0 inches of aggregate base in the site access and truck traffic areas. These sections are based on a minimum unconfined compressive strength of 80 psi and a mixing depth of at least 12 inches below the crushed rock base. 11.2 CONVENTIONAL PAVEMENT MATERIAL REQUIREMENTS The AC should be Level 3, Y2-inch, dense ACP as described in OSSC 00744 (Asphalt Concrete Pavement)and compacted to 91 percent of the specific gravity of the mix, as determined by ASTM D 2041. Minimum lift thickness for%2-inch, dense ACP is 2.0 inches. Asphalt binder should be performance graded and conform to PG 70-22. The crushed base rock should consist of%- or 1%z-inch-minus material meeting the requirements in OSSC 00641 (Aggregate Subbase, Base, and Shoulders), with the exception that the crushed base rock should have less than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve. The crushed base rock should be compacted in one lift to at least 95 percent of the maximum dry density, as determined by ASTM D 1557. 12.0 OBSERVATION OF CONSTRUCTION Satisfactory earthwork and foundation performance depends to a large degree on the quality of construction. Subsurface conditions observed during construction should be compared with those encountered during the subsurface explorations. Recognition of changed conditions often requires experience; therefore, qualified personnel should visit the site with sufficient frequency to detect whether subsurface conditions change significantly from those anticipated. In addition, 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. 13.0 LIMITATIONS We have prepared this report for use by William Warren Group and members of their design and construction teams for the proposed project. The data and report can be used for estimating purposes, but our report, conclusions, and interpretations should not be construed as a warranty of the subsurface conditions and are not applicable to other sites. Soil explorations indicate soil conditions only at specific locations and only to the depths penetrated. The soil explorations 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. In addition, if design changes are made,we should be retained to review our conclusions and recommendations and to provide a written evaluation or modification. G EODESIGN= 10 WilliamWG-3-01:080116 The scope of our services 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 the generally accepted practices in this area at the time this report was prepared. No warranty or other conditions, express or implied, should be understood. ♦ ♦ ♦ We appreciate the opportunity to be of continued service to you. Please call if you have questions concerning this report or if we can provide additional services. Sincerely, GeoDesign, Inc. , 4 /1-lac.rA...4..: 0 F ��O- PROFF,p Tacia C. Miller, P.E., G.E. ��, ''-! O'feyo• Senior Associate Engineer Or 4frp F 4-el '4'Q v 11,20C) 02 Brett A. Shipton, P.E., G.E. F/7-A. s ' P , Principal Engineer EXPIRES: 6/30/18 G EODESIGN= 11 WilliamWG-3-01:080116 N W CC L l ' , I Printed By:aday I Print Date:8/1/2016 11:03:35 AM File Name:J:\S-Z\WilliamWG\WilliamWG-3\WilliamWG-3-01\Figures\CAD\WilliamWG-3.01-DET01.dwg I Layout:FIGURE 3 Fes— X=mH - X=mH POINT LOAD,Qp I LINE LOAD,Q L .......--- a STRIP LOAD,q EMI IT --'w T f - A . , .:':--x*41mcilw-- Z=nH iw Z=nH ' i Pij]di H IIIr H iff H IF IN oh if oh all i,jFOR m<0.4= \\ FOR m<0.4= \\\j2�t oh= (13-SINp COS 2a) \/Y/` o =� —028 r? / �\ o =QL 0.2n �j�\� 3.14 �?~/i/ %/\< /\ .1 6+ /> \\* h H ((.16+i r ? � >//i\//�/\,i .. (fl IN RADIANS) FOR m>0.4= FOR m>0.4= Q oh - H (m2 n p HL 1.28m2 z h = (m2+�)2 LINE LOAD PARALLEL TO WALL STRIP LOAD PARALLEL TO WALL Rol" x=mH oh =oh Cos2(1.1$) NOTES: 1 1 , 1. THESE GUIDELINES APPLY TO RIGID WALLS WITH POISSON'S o 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. G EODESIGN? WILLIAMWG-3-01 SURCHARGE-INDUCED LATERAL EARTH PRESSURES 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY Portland OR 97224 AUGUST 2016 FIGURE 3 Off 503.968.8787 Fax 503.968.3068 HILLSBORO, OR X 0 Z W a a a e APPENDIX FIELD EXPLORATIONS GENERAL We explored subsurface conditions at the site by drilling four borings (B-1, B-2, B-2a, and B-3)to depths of up to 61.5 feet BGS within the footprint of the proposed building and excavating six test pits (TP-1 through TP-6)to depths of up to 13.0 feet BGS within parking and drive aisle areas. The explorations were completed at the approximate locations shown on Figure 2. The borings were drilled by Western States Soil Conservation, Inc. of Hubbard, Oregon, using a truck- mounted mud rotary drill rig on June 29, 2016. The test pits were excavated utilizing a backhoe operated by Dan J. Fischer Excavating, Inc. of Forest Grove, Oregon, on June 29, 2016. A member of our geology staff observed the explorations. The exploration logs are presented in this appendix. The locations of the explorations were determined in the field by pacing from site features. This information should be considered accurate to the degree implied by the methods used. SOIL SAMPLING We obtained representative samples of the various soil encountered in the explorations for geotechnical laboratory testing. Samples were obtained from the borings using a 1 Y2-inch-inside diameter, split-spoon sampler(SPT sampler). The split-spoon sampling was conducted in general accordance with ASTM D 1586. The%2-inch-inside diameter, split-spoon samplers were driven into the soil with 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. Relatively undisturbed samples were obtained at selected intervals by pushing a Shelby tube sampler 24 inches ahead of the boring front. Representative grab samples of the soil observed in the test pits were obtained from the walls and/or base of the test pits using the backhoe bucket. Sampler types and sampling intervals are shown on the exploration logs The average efficiency of the automatic SPT hammer used by Western States Soil Conservation, Inc.was 94.2 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 soils or their characteristics change, although the change 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. G EODESIGNN A-1 WilliamWG-3-01:080116 MOISTURE CONTENT We tested the natural moisture content of selected samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight of the water to the dry weight of soil in a test sample and is expressed as a percentage. The test results are presented in this appendix. ATTERBERG LIMITS The plastic limit and liquid limit(Atterberg limits) of a selected sample were 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 test results are presented in this appendix. PARTICLE-SIZE TESTING Particle-size testing was completed on selected samples and included percent fines determinations in general accordance with ASTM D 1140. The test results are presented in this appendix. CONSOLIDATION TESTING We performed one one-dimensional consolidation test on a relatively undisturbed sample in general accordance with ASTM D 2435. The test measures the volume change of a soil sample under predetermined loads. The test results are presented in this appendix. DRY DENSITY TESTING Dry density testing was completed on a selected sample in general accordance with ASTM D 7263. The test results are presented in this appendix. G EODESIGN= A-2 WilliamWG-3-01:080116 SYMBOL SAMPLING DESCRIPTION ' I] Location of sample obtained in general accordance with ASTM D 1586 Standard Penetration Test with recovery Location of sample obtained using thin-wall Shelby tube or Geoprobe® sampler in general accordance with ASTM D 1587 with recovery • Location of sample obtained using Dames & Moore sampler and 300-pound hammer or pushed with recovery Location of sample obtained using Dames & Moore and 140-pound hammer or pushed with recovery 1 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 *;_,t'. Observed contact between soil or Rock coring interval ,: ,,?; rock units (at depth indicated) Water level during drilling Inferred contact between soil or rock units(at approximate depths indicated) Y Water level taken on date shown y GEOTECHNICAL TESTING EXPLANATIONS ATT Atterberg Limits PP Pocket Penetrometer CBR California Bearing Ratio P200 Percent Passing U.S. Standard No. 200 CON Consolidation Sieve DD Dry Density RES Resilient Modulus DS Direct Shear SIEV Sieve Gradation HYD Hydrometer Gradation TOR Torvane MC Moisture Content UC Unconfined Compressive Strength MD Moisture-Density Relationship VS Vane Shear OC Organic Content kPa Kilopascal P Pushed Sample ENVIRONMENTAL TESTING EXPLANATIONS e 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 G EoDESIGN? EXPLORATION KEY TABLE A-1 15575 SW Sequoia Parkway-Suite 100 Portland OR 97224 Off 503.968.8787 Fax 503.968.3068 ' 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 (z 5%and 5 12%fines) GW-GC or GP-GC GRAVEL with clay COARSE-GRAINED retained on GM silty GRAVEL No. 4 sieve) GRAVELS WITH FINES GC clayey GRAVEL SOILS (> 12%fines) GC-GM silty,clayey GRAVEL (more than 50% CLEAN SANDS retained on SAND (<5%fines) SW or SP SAND No. 200 sieve) or more of SANDS WITH FINES SW-SM or SP-SM SAND with silt (50% coarse o morion (z 5%and 5 12%fines) SW-SC or SP-SC SAND with clay passing SM silty SAND SANDS WITH FINES No.4 sieve) (> 12%fines) SC clayey SAND 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 MH SILT No. 200 sieve) Liquid limit 50 or CH CLAY greater 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 visible free water, > 12 some silty/clayey 15 -30 with with wet usually saturated '° >30 sandy/gravelly Indicate% G Eo DESIGNZ SOIL CLASSIFICATION SYSTEM TABLE A-2 15575 SW Sequoia Parkway-Suite 100 Portland OR 97224 Off 503.968.8787 Fax 503.968.3068 Z o —= u w •BLOW COUNT INSTALLATION AND DEPTH u Q t Z a •MOISTURE CONTENT% COMMENTS = MATERIAL DESCRIPTION >w g FEET ,i w 0 w Q RQD% P7)CORE REC% w I- IA —0.0 L 177.0 0 50 100 _ Stiff, light gray-brown SILT(ML),trace _ sand, clay, and organics (rootlets); moist (2-to 3-inch-thick root zone). 2.5— - _ E 4,0 . _ e, - 77 S.o— medium stiff to stiff, gray-brown with B cn red brown mottles at 5.0 feet li] r • without organics at 6.0 feet d 0 7'5 soft to medium stiff at 7.5 feet `° minor sand; wet at 8.0 feet A • trace sand at 8.5 feet 10.0— soft, minor to with sand at 10.0 feet 3 • trace to minor sand at 11.0 feet 12.5— 15.0 - very soft to soft,with sand at 15.0 feet LL=NP gray, minor sand at 15.5 feet ATT 11 ♦ • PL 17.5— gray,with sand at 18.5 feet DD=89 pet _ pp p • CON I- se 20.0—co _ medium stiff at 20.0 feet - II P200=70% c P200 ` c. co IL 0 22.5— I- z - Fe a I- 0 u 25.0— 2 - 01 LL=31% 0 151.0 ATT ` • PL=24% Lu Very soft, gray CLAY (CL), minor silt, 26.0 trace sand; wet. 27.5- - .. IT 1� _ 148.5 g Very soft, gray SILT with sand (ML); 28.5 41 moist. - 00 30.0 0 0 50 100 rm 3 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 2 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches i.3 z G EODESIGN? WILLIAMWG-3-01 BORING B-1 z m 155755WSequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY FIGURER-1 Portland OR 97224 AUGUST 2016 Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR z 0 0= u w ♦BLOW COUNT INSTALLATION AND DEPTH MATERIAL DESCRIPTION j I— 0- •MOISTURE CONTENT% COMMENTS FEET 0 If; < ITm RQD% 1771 CORE REC% w I— 0 50 100 —30.0 (continued from previous page) 32.5— - lens of silty SAND (2 feet thick)at 33.5 feet 35.0— stiff at 35.5 feet L141.03 41A3 .0 36.0 °- • Medium dense, gray, silty SAND (SM); wet,fine. 37.5 ••' _138.5 Very stiff, blue-gray SILT(ML), minor 38.5 clay, trace sand; moist. 40.0— 4.46 minor sand; wet at 41.0 feet 135.5 Exploration completed at a depth of 41.5 42.5— 41.5 feet. Hammer efficiency factor is 94.2 - percent. 45.0— 47.5— u 50.0— io 0 52.5— I- z .a - uz 55.0— 0 - u • 57.5— — - a ;4^F.1 M _ ci 60.0 0 50 100 of DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches 3 G EODESIGNZ WILLIAMWG 3 O1 BORING inueB-1 (cz O 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY m Off 503.968.87887Oax7503.968.3068 AUGUST 2016 HILLSBORO,OR FIGURE A-1 Z o C)I L w ♦BLOW COUNT INSTALLATION AND DEPTH u Q Z 0- •MOISTURE CONTENT% COMMENTS FEET a MATERIAL DESCRIPTION W o N LU 11111RQD% ®CORE REC% —0.0 173.0 0 50 100 Soft, gray-brown CLAY(CL), minor silt, trace sand, concrete debris, and organics (charcoal and rootlets); moist Possible utility trench (2-to 3-inch-thick root zone)- FILL. backfill. 2.5 r • 5.0 J/ very soft, minor sand at 5.0 feet 166.5 Exploration terminated at a depth of 6.5 7 s— 6.5 feet due to refusal. Hammer efficiency factor is 94.2 percent. 10.0— 12.5— 15.0— 17.5— Y U 20.0— — K • 22.5— I- z o: a I- 0 - Z 25.0— u 0 00 W - Z 27.5—IT a O] • M _ m 30.0 0 50 100 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches EODESIGNZ WILLIAMWG-3-01 BORING B-2 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY Portland OR 97224 AUGUST 2016 Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR FIGURE A-2 Z o = u w BLOW COUNT INSTALLATION AND F=F- z —ICOMMENTS DEPTH u <0- _ a •MOISTURE CONTENT% MATERIAL DESCRIPTION >w I- FEET a w H Q f1TT1 RQD% V CORE REC% L.7 174.0 N 0 50 100 0.0 Stiff, gray-brown CLAY(CL), minor silt, trace sand, organics (rootlets), and concrete debris; moist (2-to 3-inch- - thick root zone)- FILL. 2.5� 11 A • 170.0 Stiff, gray-brown with brown mottled 4.0 s.o— SILT(ML), trace sand, clay, and organics (rootlets); moist. 11 `1 • minor sand at 6.0 feet 7.5— trace sand at 8.0 feet - 'P • c E 10.0— - 0 a - medium stiff, gray,with sand; wet at P • 1 1.0 feet - o m 12.5— 7 P200 A P200=76% minor sand; moist to wet at 13.0 feet _ 15.0— minor to with sand at 15.0 feet 1 17.5— ce 20.0— stiff, minor clay,without sand at 20.010 _ feet [ A with sand at 21.0 feet c iy I- 0 22.5— 1- Z a a I- p 25.0 soft to medium stiff at 25.0 feet o sandy at 25.5 feet11 ii4 g - without clay at 26.0 feet u a u 27.5— I- N _ P - m • M m 30.0 0 50 100 0 ri, 3 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 f M BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches 3 u G EODESIGN? WILLIAMWG-3-01 BORING B-2A 11 re 15575 SW Sequoia Parkway-Suite 100 Portland PROPOSED SELF-STORAGE FACILITY 2 AUGUST 2016 FIGURE A-3 i Off 503.968.8787 Fax 503.9683068 HILLSBORO,OR z 2 0= u w ♦BLOW COUNT INSTALLATION AND DEPTH u 1-,-t z ti- •MOISTURE CONTENT% COMMENTS FEET ,,,_,i MATERIAL DESCRIPTION w o I- w H N RQD% CORE REC% —30.0 u 0 50 100 lens of silty SAND (0.5 foot thick)at 30.0 feet I �' stiff, minor to with sand,trace clay; wet at 30.5 feet 32.5 — 35.0 medium stiff, minor clay at 35.0 feet [ 1 37.5 with sand,without clay at 38.0 feet 40.0 [ i 42.5 minor sand, trace clay at 43.5 feet 45.0 128.5 5 Medium stiff, gray CLAY(CL), minor silt, 45.5C A trace sand; wet. 47.5 — lens of loose, silty SAND (2.5 feet thick) at 48.0 feet I- 0 50.0 / — w lad 15 C Sampler sunk under weight - Very soft, gray SILT with sand (ML); wet. 50.5 111 of hammer at 50.0 feet. c w in 52.5— — 1- z - z a.0 — I— z 55.0— W 118011 Al 0 %/ Soft to medium stiff, gray CLAY(CL), 56.0 iJ minor silt,trace sand; wet. E 57.5 — 1 _116A 16.0 Y _ Stiff, gray SILT(ML), minor clay and 58.0 sand; wet. M 60.0 lEi 0 50 100 4, 3 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 2 Q 7, BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches 3 G EODESIGNZ WILLIAMWG-3-01 BORING B-2A Z (continued) re 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY m Portland OR 97224 AUGUST 2016 Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR FIGURE A-3 z o 6.7= u u •BLOW COUNT INSTALLATION AND DEPTH u ¢ Z a •MOISTURE CONTENT% COMMENTS = MATERIAL DESCRIPTION >w g I- FEET 1 w 0 W < B i l l RQD% ]CORE REC% Lu r1-rT7 F��F N —60.0 0 50 100 (continued from previous page) r14 some clay,trace sand at 61.0 feet 112.5 Exploration completed at a depth of 61.5 62.5— 61.5 feet. Hammer efficiency factor is 94.2 percent. 65.0— 67.5— 70.0— 72.5- 75.0— - 77.5— Y lJ 80.0— — K iD tit 0 82.5— F z - a u z 85.0 W 0 uJ - u cT 87.5— a- 90.0 0 50 100 0 3 DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches 3 oWILLIAMWG-3-01 BORING B-2A z G EODESIGNZ (continued) m 15575 5W Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY Portland OR 97224 AUGUST 2016 FIGURE A-3 Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR Z o = u w BLOW COUNT INSTALLATION AND Q DEPTH u Z COMMENTS 0- •MOISTURE CONTENT% FEET a MATERIAL DESCRIPTION w o I– J ly < ITfll RQD% 1771 CORE REC% w H " —0.0- 170.0 0 50 too Medium stiff, brown with gray and red- brown mottled SILT(ML), minor clay, trace sand and organics (rootlets); moist (2-to 3-inch-thick root zone). 2.5— I] Ai 5.0— brown,without organics at 5.0 feet minor sand, trace clay at 5.5 feet P200 P200=90% 7.5— with sand at 8.0 feet A • minor sand at 8.5 feet w _ o 10.0— LL=NP ATT Ai • PL=NP soft, gray-brown with red-brown mottles, some clay; wet at 11.0 feet 12.5— very soft to soft,with sand at 12.5 feet P 15.0— soft to medium stiff at 15.0 feet 4 A 17.5— 20.0_ medium stiff at 20.0 feet _ brown, minor sand, trace clay at 21.0 iv feet 22.5— very soft, gray,with sand at 23.0 feet I- 2 25.0— w 1 O _ 27.5— v; a - • m m °° 30.0 0 50 100 L') DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 -11 BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches GEODESIGNz WILLIAMWG 3 01 BORING B-3 R 15575 SW Sequoia Parkway-Suite 100 m Portland OR 97224 AUGUST 2016 PROPOSED SELF-STORAGE FACILITY Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR FIGURE A-4 OINSTALLATION AND O = lJ w ♦BLOW COUNT DEPTH u 1_7.t Z °- •MOISTURE CONTENT% COMMENTS = MATERIAL DESCRIPTION F g FEET a w N RQD% CORE REC% —30.0 0 50 100 _ (continued from previous page) 1 3 soft at 31.0 feet 32.5— 35.0— = medium stiff at 35.5 feet 37.5— — 132.0 �l/ Stiff, gray CLAY (CL), minor silt, trace - 38.0 sand; wet. 40.0 14 129.0 Stiff, gray SILT with sand (ML); wet, sand 41.0 is fine. 42.5— 45.0— very soft at 45.0 feet 16 stiff, trace clay and sand; moist to wet at 46.0 feet 47.5— 122.0 - Very loose/soft,gray, silty SAND (SM)to 48.0 sandy SILT(ML); wet, sand is fine. 50.0 re 119.0 17//, Soft, gray CLAY (CL), minor silt; wet. 51.9 Exploration completed at a depth of 51.5 • 52.5— 51.5 feet. — Hammer efficiency factor is 94.2 percent. i- o u 55.0- 2 u _ 0 W L.7 o. u 57.5— — ui • a - ' 60.0 0 50 100 O M DRILLED BY:Western States Soil Conservation,Inc. LOGGED BY:JCH COMPLETED:06/29/16 a BORING METHOD:mud rotary(see document text) BORING BIT DIAMETER:3 7/8 inches 'CLD; G EODESIGNZ WILLIAMWG-3-01 BOR tNG B-3 z ) 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY Portland • Off 503.96887870 Fax 97224 503.968.3068 AUGUST 2016 HILLSBORO,OR FIGURE A-4 z o O= L w DEPTH = MATERIAL DESCRIPTION >o •ONTIENTR°/E COMMENTS FEET u W 0 50 100 —0.0 Medium stiff, light brown SILT(ML), minor sand, trace organics (rootlets); dry to moist, sand is fine (topsoil, \2 3/4-inch-thick root zone). ` 1.0 Medium stiff to stiff, light brown SILT - (ML), minor sand, trace clay; dry to PP ® PP=>3.0 tsf 2.5— moist, sand is fine. Exploration completed at a depth of 3.0 3.0 Septic leach line at 3.0 feet. - feet. No groundwater seepage observed to the depth explored. No caving observed to the depth explored. 5.0— Surface elevation was not measured at the time of exploration. 7.5— 10.0— — c c 12.5— vi a _ I- z _ 2 a I- u 15.0— z u _ w u 6 u IT▪ 17.5— a m _ m • lJ 3 _ f • 20.0 3 0 50 100 EXCAVATED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:06/29/16 Lu w or EXCAVATION METHOD:backhoe(see document text) G EODESIGNuZ WILLIAMWG-3-01 TEST PIT TP-1 15575 5W Sequoia Parkway-Suite 100 Portland OR 97224 PROPOSED SELF-STORAGE FACILITY F Off 503.968.8787 Fax 503.968.3068 AUGUST 2016 FIGURE A-5 HILLSBORO,OR Z o o= L J DEPTHFEa MATERIAL DESCRIPTION >0 Q •ONTIENTHe/E COMMENTS to W —0.0 - 0 50 100 Medium stiff, light brown SILT(ML), - some clay,trace organics (rootlets); dry to moist (topsoil, 3-inch-thick root \zone). ` 1.0 Medium stiff, gray-brown CLAY(CL/CH), • some silt; moist. PP ® PP=>3.0 tsf 2.5—� PP PP=2.5 tsf Medium stiff to stiff, light brown SILT 3.5 - (ML),trace sand; moist, sand is fine. Excavator Comment: hard digging PP ® • at 4.0 feet. PP=>3.0 tsf 5.0— moist to wet at 5.5 feet Slow groundwater seepage observed at 7.0 feet. 7.5 gray,with sand at 7.5 feet Moderate to severe caving observed at>9.5 feet. Slow to moderate 10.0— wet at 10.0 feet seepage b observed groundwatert>10.0 feet. Surface elevation was not 12.0 Exploration completed at a depth of measured at the time ofexploration. c 12.5— 12.0 feet. a a H z _ 2 0. t- a 15.0— z Lu Lu O w u a 1 u ui IT 17.5— a m _ m — _ 3 • a 20.0 3 0 50 100 L.7 EXCAVATED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:06/29/16 d uJ Lu EXCAVATION METHOD:backhoe(see document text) G EODES IG NZ WILLIAMWG-3-01 TEST PIT TP-2 15575 SW Sequoia Parkway-Suite 100 an Portland OR97224 PROPOSED SELF-STORAGE FACILITY Off 503.968.8787 Fax 503.968.3068 AUGUST 2016 FIGURE A-6 HILLSBORO,OR Z O= L7 w DEPTH u < a •MOISTURE MATERIAL DESCRIPTION w g COMMENTS FEET J p N CONTENT u w 0 50 100 —0.0 Medium stiff, light brown SILT(ML), some clay, trace sand and organics `(rootlets); dry to moist, sand is fine /� 0.8 (topsoil, 2 3/4-inch-thick root zone). / pp ® • PP=>3.0 tsf Medium stiff to stiff, light brown-orange to light gray SILT(ML),trace clay, sand, and organics (rootlets); dry to moist. _ 2.5 moist at 2.0 feet pp PP=2.5 tsf Medium stiff to stiff, brown-gray CLAY 3.0 (CL/CH), some silt; moist. PP ® • PP=2.0 tsf Medium stiff, light brown SILT(ML), - 4.5 5.0— trace sand; moist, sand is fine. • 7.5— 10.0— Slow to moderate groundwater moist to wet at 11.0 feet seepage observed at 11.0 feet. U — C ui C 12.5— ° No caving observed to the depth Exploration completed at a depth of 13.0 explored. 13.0 feet. z Surface elevation was not measured at the time of exploration. • 1 5.0— u _ o - w u; a h 17.5— a T u ` 3 _ f 3• 20.0 3 0 50 100 EXCAVATED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:06/29/16 a Ui Lu a EXCAVATION METHOD:backhoe(see document text) u G EODESIGNZ WILLIAMWG-3-01 TEST PIT TP-3 15575 SW Sequoia Parkway-Suite 100 w FIGURE A-7 Portland OR 97224 PROPOSED SELF-STORAGE FACILITY i Off 503.968.8787 Fax 503.968.3068 AUGUST 2016 HILLSBORO,OR Z a O= DEPTH = MATERIAL DESCRIPTION <I ... •ONTIENT%E COMMENTS FEET -o N L.7 w 0 50 100 —0.0 Medium stiff, light brown SILT(ML), trace gravel, sand, sand organics (rootlets); dry to moist, sand is fine \(2 1/4-inch-thick root zone). ` 1.0 pp ® • PP=>3.0 tsf Medium stiff to stiff, light brown-orange to light gray SILT(ML),trace clay and sand; dry to moist, sand is fine. 2.5— moist at 2.0 feet pp PP=>3.0 tsf pp PP=>3.0 tsf light brown at 4.5 feet • 5.0— 7.5— Excavator Comment: easier 10.0— excavating at 10.0 feet. Slow groundwater seepage wet at 11.0 feet observed at 11.0 feet. No caving observed to the depth Exploration completed at a depth of 12.0 explored. 12.5— 12.0 feet. Surface elevation was not measured at the time of exploration. I— z - a a. 0 15.0— z u, 0 W u _ 17.5— ¢ LD M m - 3 3 20.0 3 0 50 100 W 4 EXCAVATED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:06/29/16 i EXCAVATION METHOD:backhoe(see document text) G EODESIGNZ WILLIAMWG-3-01 TEST PIT TP-4 15575 SW Sequoia Parkway-Suite 100 Portland OR97224 PROPOSED SELF-STORAGE FACILITY Fw- Off 503.968.8787 Fax 503.968.3068 AUGUST 2016 FIGURE A-8 HILLSBORO,OR z 0 0= L.! DEPTH = MATERIAL DESCRIPTION Q i= g •MOISTURE COMMENTS FEET J p N CONTENT% u uJ 0 50 100 —0.0 Medium stiff, light brown SILT(ML), trace sand and organics (rootlets); dry `to moist, sand is fine (topsoil, 2 3/4- 0.8 inch-thick root zone). f - Medium stiff to stiff, light brown-orange PP PP=>3.0 tsf - to light gray SILT(ML),trace sand; moist, sand is fine. PP ® • PP=>3.0 tsf 2.5— light brown at 3.5 feet PP PP=>3.0 tsf • 5.0— 7.5— 10.0— Moist to wet at 10.0 feet I— - — K ip 12.5 Exploration completed at a depth of 1z.s No groundwater seepage observed p p p to the depth explored. 12.5 feet. No caving observed to the depth F- explored. I- Z Surface elevation was not measured at the time of F exploration. u 15.0— z u _ N 2 W U u ui IT• 17.5— ¢ N • • 3 20.0 3 0 5o 100 1. 4 EXCAVATED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:06/29/16 0. Lu Lu 0. EXCAVATION METHOD:backhoe(see document text) WILLIAMWG 3 01 TEST PIT TP-5 ▪ G EODESIGNu 15575 SW Sequoia Parkway-Suite 100 Portland Fax 24 PROPOSED SELF-STORAGE FACILITY FIGURE A-9 F Off 503.968.8787 Fax 503.968.3068 AUGUST 2016 HILLSBORO,OR • Z O O= Z w DEPTH = MATERIAL DESCRIPTION >0 N •MOISTUREENT°/ COMMENTS FEET uJ —0.0— o 50 100 Medium stiff, light brown SILT(ML), trace sand, organics (rootlets), and clay; dry to moist, sand is fine (topsoil, \2 1/2-inch-thick root zone). ` 1.0 pp ® • PP=2.25 tsf Medium stiff to stiff, light brown-orange to light gray SILT(ML),trace sand and pp PP=>3.0 tsf clay; dry to moist, sand is fine. 2.5— moist at 2.0 feet light brown,without clay at 3.0 feet PP ® • PP=>3.0 tsf 5.0— 7.5— 10.0— minor sand; moist to wet at 10.5 feet u No groundwater seepage observed Exploration completed at a depth of 1Z•0 to the depth explored. Z. 12.5— 12.0 feet. No caving observed to the depth explored. Surface elevation was not measured at the time of exploration. o. r o 15.0— z u 0 u d u ui F- 17.5— a m - - f • 20.0 3 0 50 100 EXCAVATED BY:Dan J.Fischer Excavating,Inc. LOGGED BY:JGH COMPLETED:06/29/16 a EXCAVATION METHOD:backhoe(see document text) o WILLIAMWG-3-01 TEST PIT TP-6 ▪ G EODESIGNZ 15575 SW Sequoia Parkway-Suite 100 Lel Portland OR 97224 PROPOSED SELF-STORAGE FACILITY Off 503.968.8787 Fax 503.968.3068 AUGUST 2016 FIGURE A-10 HILLSBORO,OR 60 50 - CH or OH "A" LINE X 40 - W > u 30 H CL or OL 20 10 MH or OH CL-ML ML or OL 0 0 10 20 30 40 50 60 70 80 90 100 110 LIQUID LIMIT i0 00 I- F Z KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT LIQUID LIMIT PLASTIC LIMIT PLASTICITY INDEX NUMBER (FEET) (PERCENT) Z • B-1 15.0 42 NP NP NP w m B-1 25.0 37 31 24 7 0 u A B-3 10.0 40 NP NP NP u 43, a - V n V EODESIGNZ WILLIAMWG-3-01 ATTERBERG LIMITS TEST RESULTS 15575 5W Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY H Portland OR 97224 AUGUST 2016 FIGURE A-11 Q Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR 2 4 6 p $ z cc W V W 10 Z LA 12 14 16 18 00 Z 20 100 1,000 10,000 100,000 STRESS (PSF) Z W 2 W u KEY EXPLORATION SAMPLE DEPTH MOISTURE CONTENT DRY DENSITY NUMBER (FEET) (PERCENT) (PCF) • B-1 18.0 33 89 2 0 O Z G EODESIGN? WILLIAMWG-3-01 CONSOLIDATION TEST RESULTS 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY Z Portland OR 97224 AUGUST 2016 FIGURE A-12 0 Off 503.968.8787 Fax 503.968.3068 HILLSBORO,OR I.) SAMPLE INFORMATION SIEVE ATTERBERG LIMITS MOISTURE DRY SAMPLE CONTENT DENSITY EXPLORATION DEPTH ELEVATION (PERCENT) (PCF) GRAVEL SAND P200 LIQUID PLASTIC PLASTICITY NUMBER (FEET) (FEET) (PERCENT) (PERCENT) (PERCENT) LIMIT LIMIT INDEX B-1 2.5 174.5 33 B-1 5.0 172.0 34 B-1 7.5 169.5 37 - B-1 10.0 167.0 42 B-1 15.0 162.0 42 NP NP NP B-1 18.0 159.0 33 89 B-1 20.0 157.0 41 70 B-1 25.0 152.0 37 31 24 7 B-3 2.5 167.5 32 B-3 5.0 165.0 33 90 B-3 7.5 162.5 36 B-3 10.0 160.0 40 NP NP NP B-2A 2.5 171.5 31 B-2A 5.0 169.0 32 B-2A 8.0 166.0 40 B-2A 10.0 164.0 37 B-2A 12.0 162.0 41 76 H Y `O TP-2 1.5 22 c 03 F TP-2 4.0 28 a . 0 z TP-3 1.0 11 E2 a. TP-3 3.5 35 0 u u TP-3 5.0 32 7, w 0 o TP-4 1.0 17 u a TP-4 4.5 32 - ~ TP-5 2.0 21 a N fG M 2 TP-5 4.0 32 3 u TP-6 1.0 12 3 a a 2 J 3 G EODESIGNZ WILLIAMWG-3-01 SUMMARY OF LABORATORY DATA f N 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY m Portland OR 97224 AUGUST 2016 FIGURE A-13 HILLSBORO,OR Off 503.968.8787 Fax 503.968.3068 ! a SAMPLE INFORMATION SIEVE ATTERBERG LIMITS MOISTURE DRY EXPLORATION SAMPLE ELEVATION CONTENT DENSITY GRAVEL SAND P200 LIQUID PLASTIC PLASTICITY NUMBER DEPTH (FEET) (PERCENT) (PCF) (PERCENT) (PERCENT) (PERCENT) LIMIT LIMIT INDEX (FEET) TP-6 3.0 31 t0 Co e0 I— z 2 0 I- ❑ Z N ❑ u a - ui _ u J J 3 Gu WILLIAMWG-3-01 SUMMARY OF LABORATORY DATA EO ESIGNZ (continued) f 15575 SW Sequoia Parkway-Suite 100 PROPOSED SELF-STORAGE FACILITY Portland OR 97224 'AlOff 503.9668787Fax503.968.3068 AUGUST 2016 HILLSBORO,OR FIGURE A-13 g Pile Dynamics, Inc. Page 1 Case Method&iCAP®Results PDIPLOT2 2014.2.48.0-Printed 03-June-2015 WSSC-7-01 -TEST BORING B-6 25FT TRUCK NO. 5 OP:WMN Date: 30-May-2015 AR: 1.41 ire SP: 0.492 k/ft3 LE: 29.42 ft EM: 30,000 ksi WS: 16,807.9 f/s JC: 0.00 in ETR: Energy Transfer Ratio DMX: Maximum Displacement EMX: Max Transferred Energy SFR: Skin friction w/damping correction CSB: Compression Stress at Bottom MEX: Maximum Strain BPM: Blows per Minute VMX: Maximum Velocity FFS: Force Full Scale BL# depth BLC ETR EMX CSB BPM FFS DMX SFR MEX VMX ft bl/ft (%) k-ft ksi bpm kips in kips pE f/s 10 25.00 6 87.8 0.3 0.0 42.9 60 1.16 0 1,087 17.7 11 25.18 6 92.2 0.3 0.0 43.1 60 1.86 0 1,119 18.6 12 25.36 6 95.3 0.3 0.0 43.1 60 0.87 0 1,116 18.4 13 25.54 6 94.2 0.3 0.0 43.1 60 1.08 0 1,183 18.6 14 25.71 6 88.3 0.3 0.0 43.3 60 0.66 0 1,113 17.4 15 25.89 6 90.2 0.3 0.0 43.1 60 1.41 0 1,064 17.6 16 26.07 6 95.2 0.3 0.0 43.2 60 1.38 0 1,105 18.3 17 26.25 6 86.0 0.3 0.0 43.2 60 0.90 0 1,060 17.0 18 26.43 6 88.7 0.3 0.0 43.2 60 1.02 0 1,139 17.3 19 26.61 6 89.6 0.3 0.0 43.2 60 1.53 0 1,125 18.0 20 26.79 6 93.7 0.3 0.0 43.1 60 1.02 0 1,150 18.0 21 26.96 6 91.3 0.3 0.0 43.2 60 1.44 0 1,098 17.4 22 27.14 6 93.2 0.3 0.0 43.1 60 0.91 0 1,123 17.9 23 27.32 6 90.9 0.3 0.0 43.2 60 0.98 0 1,111 17.3 24 27.50 6 94.6 0.3 0.0 43.1 60 0.85 0 1,201 18.0 25 27.68 6 95.9 0.3 0.0 43.1 60 0.89 0 1,197 18.1 26 27.86 6 92.4 0.3 0.0 43.2 60 1.63 0 1,066 17.0 27 28.04 6 85.8 0.3 0.0 43.2 60 0.52 0 1,116 16.0 28 28.21 6 90.5 0.3 0.0 43.2 60 0.62 0 1,120 16.6 29 28.39 6 89.1 0.3 0.0 43.2 60 0.97 0 1,133 16.4 30 28.57 6 89.5 0.3 0.0 43.4 60 0.62 0 1,146 16.2 31 28.75 6 90.7 0.3 0.0 43.0 60 0.80 0 1,092 16.3 38 30.00 6 92.2 0.3 0.0 48.0 60 0.92 0 1,004 18.2 39 30.17 6 90.3 0.3 0.0 47.8 60 1.17 0 1,025 18.2 40 30.33 6 94.2 0.3 0.0 47.9 60 0.90 0 1,008 18.2 41 30.50 6 96.5 0.3 0.0 47.5 60 1.02 0 1,027 18.3 42 30.67 6 92.7 0.3 0.0 47.9 60 1.27 0 1,000 18.1 43 30.83 6 91.8 0.3 0.0 47.9 60 1.00 0 1,018 18.4 44 31.00 6 94.9 0.3 0.0 47.8 60 1.42 0 1,023 18.1 45 31.17 6 95.2 0.3 0.0 47.7 60 1.20 0 1,072 18.4 46 31.33 6 97.9 0.3 0.0 47.8 60 1.57 0 998 18.0 47 31.50 6 93.0 0.3 0.0 47.8 60 0.90 0 1,008 18.0 48 31.67 6 91.1 0.3 0.0 47.7 60 0.92 0 981 17.7 49 31.83 6 94.3 0.3 0.0 48.1 60 1.01 0 1,013 18.2 50 32.00 6 95.1 0.3 0.0 47.8 60 0.92 0 1,073 18.5 51 32.17 6 90.9 0.3 0.0 47.8 60 0.72 0 1,003 17.7 - 52 32.33 6 93.5 0.3 0.0 47.7 60 0.91 0 1,005 17.8 53 32.50 6 97.8 0.3 0.0 48.0 60 0.96 0 1,065 18.4 54 32.67 6 100.2 0.4 0.0 47.8 60 1.31 0 1,017 18.2 55 32.83 6 91.6 0.3 0.0 47.6 60 0.64 0 1,054 18.1 56 33.00 6 84.5 0.3 0.0 48.0 60 0.80 0 983 17.3 57 33.17 6 88.4 0.3 0.0 47.9 60 0.40 0 1,050 18.1 58 33.33 6 99.6 0.3 0.0 47.6 60 1.72 0 1,012 17.9 68 35.00 6 96.0 0.3 0.0 46.9 60 0.85 0 1,023 17.8 69 35.12 8 89.8 0.3 0.0 47.0 60 0.70 0 972 17.1 Pile Dynamics, Inc. Page 2 Case Method& iCAP®Results PDIPLOT2 2014.2.48.0-Printed 03-June-2015 WSSC-7-01 -TEST BORING B-6 25FT TRUCK NO. 5 OP:WMN Date: 30-May-2015 BL# depth BLC ETR EMX CSB BPM FFS DMX SFR MEX VMX ft bl/ft (%) k-ft ksi bpm kips in kips µE f/s 70 35.24 8 96.5 0.3 0.0 46.9 60 0.75 0 1,089 18.4 71 35.37 8 73.6 0.3 0.0 46.5 60 0.96 0 906 15.5 72 35.49 8 99.6 0.3 0.0 47.4 60 0.67 0 1,028 18.3 73 35.61 8 93.9 0.3 0.0 47.0 60 0.68 0 1,018 17.5 74 35.73 8 93.0 0.3 0:0 47.0 60 0.71 0 1,007 17.6 75 35.85 8 93.1 0.3 0.0 46.9 60 0.94 0 1,014 17.3 76 35.98 8 97.3 0.3 0.0 46.9 60 1.05 0 1,013 17.7 77 36.10 8 92.0 0.3 0.0 47.1 60 0.56 0 1,024 17.3 78 36.22 8 95.5 0.3 0.0 46.9 60 0.82 0 1,015 17.6 79 36.34 8 96.7 0.3 0.0 47.0 60 1.26 0 1,037 17.9 80 36.46 8 97.5 0.3 0.0 47.0 60 0.66 0 1,051 18.2 81 36.59 8 99.7 0.3 0.0 47.1 60 0.57 0 1,071 18.4 82 36.71 8 93.1 0.3 0.0 47.0 60 0.75 0 1,041 17.6 83 36.83 8 101.8 0.4 0.0 46.9 60 1.14 0 1,043 18.4 84 36.95 8 93.0 0.3 0.0 47.0 60 0.54 0 1,033 17.6 85 37.07 8 101.3 0.4 0.0 46.9 60 1.11 0 1,076 18.4 86 37.20 8 96.0 0.3 0.0 47.0 60 0.75 0 1,030 18.1 87 37.32 8 94.5 0.3 0.0 47.1 60 0.38 0 1,069 18.0 88 37.44 8 100.3 0.4 0.0 46.9 60 1.11 0 1,079 18.4 89 37.56 8 103.0 0.4 0.0 47.0 60 1.24 0 1,065 18.4 90 37.68 8 92.4 0.3 0.0 46.9 60 0.61 0 1,022 17.7 91 37.80 8 97.4 0.3 0.0 47.0 60 0.46 0 1,034 18.4 92 37.93 8 94.7 0.3 0.0 47.0 60 0.83 0 1,044 18.0 93 38.05 8 97.4 0.3 0.0 47.1 60 0.98 0 1,026 17.8 94 38.17 8 97.9 0.3 0.0 46.9 60 0.75 0 1,030 17.9 95 38.29 8 95.1 0.3 0.0 46.9 60 0.44 0 1,050 18.0 96 38.41 8 93.9 0.3 0.0 47.0 60 0.34 0 1,046 17.9 97 38.54 8 94.2 0.3 0.0 47.1 60 0.33 0 1,069 18.4 109 40.00 8 95.5 0.3 0.0 49.4 60 0.81 0 1,056 18.7 110 40.12 8 96.5 0.3 0.0 49.5 60 1.18 0 1,080 18.9 111 40.24 8 99.1 0.3 0.0 49.6 60 1.42 0 1,119 19.4 112 40.37 8 97.5 0.3 0.0 49.6 60 1.07 0 1,110 19.0 113 40.49 8 93.5 0.3 0.0 49.3 60 1.35 0 1,041 18.8 114 40.61 8 91.0 0.3 0.0 49.4 60 0.66 0 1,091 17.7 115 40.73 8 99.7 0.3 0.0 49.4 60 0.78 0 1,084 19.6 116 40.85 8 97.6 0.3 0.0 49.5 60 1.32 0 1,114 19.7 117 40.98 8 97.9 0.3 0.0 49.4 60 1.24 0 1,070 19.5 118 41.10 8 93.1 0.3 0.0 49.5 60 1.26 0 1,055 18.9 119 41.22 8 97.5 0.3 0.0 49.5 60 1.29 0 1,133 19.6 120 41.34 8 96.8 0.3 0.0 49.3 60 1.29 0 1,134 19.2 121 41.46 8 94.7 0.3 0.0 49.5 60 0.79 0 1,107 18.4 122 41.59 8 94.3 0.3 0.0 49.4 60 0.55 0 1,044 17.9 123 41.71 8 96.3 0.3 0.0 49.4 60 2.00 0 1,073 19.4 I 124 41.83 8 98.9 0.3 0.0 49.4 60 0.68 0 1,114 19.0 125 41.95 8 95.9 0.3 0.0 49.5 60 0.66 0 1,092 18.4 126 42.07 8 98.3 0.3 0.0 49.4 60 1.12 0 1,069 18.3 - 127 42.20 8 95.6 0.3 0.0 49.3 60 1.41 0 1,075 18.0 128 42.32 8 96.9 0.3 0.0 49.6 60 0.84 0 1,079 18.1 129 42.44 8 94.7 0.3 0.0 49.6 60 0.47 0 1,146 18.5 Average 94.2 0.3 0.0 46.8 60 0.96 0 1,064 18.0 Std. Dev. 4.2 0.0 0.0 2.2 0 0.34 0 52 0.7 Total number of blows analyzed: 94 I Pile Dynamics, Inc. Page 3 Case Method &'CAP®Results PDIPLOT2 2014.2.48.0-Printed 03-June-2015 WSSC-7-01 -TEST BORING B-6 25FT TRUCK NO.5 OP:WMN Date: 30-May-2015 BL# Sensors 10-129 F3: [SPT B1]217.8(1.00); F4: [SPT B2] 218.9(1.00); A3: [K0232] 290.0(1.00); A4: [K0231] 325.0 (1.00) BL# Comments 31 N:8,10,11 38 LE=35.10 ft;WC= 16,715.9 f/s 58 5,7, 14 68 LE=40.10 ft; WC= 16,794.3 f/s 97 N: 8,13,17 109 LE=45.10 ft;WC= 16,714.3 f/s 129 N: 10,10,11 Time Summary Drive 29 seconds 4:13 PM -4:13 PM (5/30/2015) BN 10-31 Stop 37 minutes 37 seconds 4:13 PM -4:51 PM Drive 25 seconds 4:51 PM-4:51 PM BN 38-58 Stop 23 minutes 16 seconds 4:51 PM-5:14 PM Drive 37 seconds 5:14 PM-5:15 PM BN 68-97 Stop 26 minutes 48 seconds 5:15 PM-5:42 PM Drive 24 seconds 5:42 PM-5:42 PM BN 109- 129 Total time[01:29:38] =(Driving [00:01:55] +Stop[01:27:43]) ACRONYMS AND ABBREVIATIONS ACRONYMS AND ABBREVIATIONS AC asphalt concrete ACP asphalt concrete pavement ASTM American Society for Testing and Materials BGS below ground surface g gravitational acceleration (32.2 feet/second2) H:V horizontal to vertical IBC International Building Code MCE maximum considered earthquake OSSC Oregon Standard Specifications for Construction (2015) pcf pounds per cubic foot pci pounds per cubic inch PG performance grade psf pounds per square foot psi pounds per square inch SOSSC State of Oregon Structural Specialty Code SPT standard penetration test G EODESIGN= WilliamWG-3-01:080116 www.geodesigninc.com