report of geotechnical engineering...

REPORT OF GEOTECHNICAL ENGINEERING SERVICES Proposed Canby Apartments 235 South Sequoia Parkway Canby, Oregon For Urban IDM, LLC November 19, 2015 GeoDesign Project: UrbanIDM-5-01

15575 SW Sequoia Pkwy, Suite 100 l Portland, OR 97224 l 503.968.8787 www.geodesigninc.com

November 19, 2015 Urban IDM, LLC 4200 SE Columbia Way, Suite 300 Vancouver, WA 98661 Attention: Mr. Aaron Jones

Report of Geotechnical Engineering Services Proposed Canby Apartments 235 South Sequoia Parkway

Canby, Oregon GeoDesign Project: UrbanIDM-5-01

GeoDesign, Inc. is pleased to submit our geotechnical engineering report the proposed residential development to be located at 235 South Sequoia Parkway in Canby, Oregon. Our services for this project were conducted in accordance with our proposal dated October 13, 2015. We appreciate the opportunity to be of service to you. Please contact us if you have questions regarding this report. Sincerely, GeoDesign, Inc. Brett A. Shipton, P.E., G.E. Principal Engineer cc: Mr. Steve Entenman, Harper Houf Peterson Righellis (via email only) Mr. Jason Mattos, SGA Engineering (via email only) TCM:BAS:kt

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Document ID: UrbanIDM-5-01-111915-geor.docx

© 2015 GeoDesign, Inc. All rights reserved.

UrbanIDM-5-01:111915

TABLE OF CONTENTS PAGE NO. 1.0 INTRODUCTION 1 2.0 PROJECT UNDERSTANDING 1 3.0 PURPOSE AND SCOPE 1 4.0 SITE CONDITIONS 2 4.1 Surface Conditions 2 4.2 Subsurface Conditions 2 5.0 CONCLUSIONS 4 6.0 SITE DEVELOPMENT RECOMMENDATIONS 4 6.1 Site Preparation 4 6.2 Construction Considerations 5 6.3 Temporary Slopes 6 6.4 Erosion Control 6 6.5 Structural Fill 6 7.0 FOUNDATION SUPPORT RECOMMENDATIONS 8 7.1 Spread Footings 8 8.0 SLABS ON GRADE 9 9.0 PERMANENT RETAINING STRUCTURES 9 10.0 DRAINAGE CONSIDERATIONS 10 11.0 SEISMIC DESIGN CRITERIA 10 12.0 PAVEMENT RECOMMENDATIONS 11 12.1 Pavement Design 11 12.2 Convention Pavement Material Requirements 12 13.0 OBSERVATION OF CONSTRUCTION 12 14.0 LIMITATIONS 12 FIGURES Vicinity Map Figure 1 Site Plan Figure 2 Surcharge-Induced Lateral Earth Pressures Figure 3 APPENDICES Appendix A Field Explorations A-1 Laboratory Testing A-1 Exploration Key Table A-1 Soil Classification System Table A-2 Test Pit Logs Figures A-1 – A-14 Summary of Laboratory Data Figure A-15 Appendix B Prior Explorations at Adjacent Sites B-1 Site Plans, Exploration Logs, Laboratory Results ACRONYMS

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1.0 INTRODUCTION GeoDesign, Inc. is pleased to submit this geotechnical engineering report for the proposed residential development to be located at 235 South Sequoia Parkway in Canby, Oregon. Figure 1 shows the site relative to existing topographic and physical features. Figure 2 shows the proposed site layout and the approximate locations of our explorations. Acronyms used herein are defined at the end of this document. 2.0 PROJECT UNDERSTANDING The site consists of a vacant, grass-covered lot with areas of blackberries and sporadic trees. Based on preliminary information provided, we understand that the proposed development consists of several two- to three-story apartments, an office building, and a pool area. The development will also include underground utilities, paved parking areas, drive aisles, landscaped areas, and on-site infiltration facilities. Based on preliminary information provided by Harper Houf Peterson Righellis, column loads are estimated to be up to 15 kips and wall loads will be up to 2.5 kips per foot. In addition, floor slab loads are estimated to be up to 100 psf. We have assumed that cuts and fills will be minimal and less than approximately 5 feet each. 3.0 PURPOSE AND SCOPE The purpose of our geotechnical services was to characterize subsurface conditions and develop geotechnical recommendations for use in design and construction of the proposed development. The specific scope of our services is summarized as follows: Reviewed readily available published geologic data and our in-house files for existing

information on subsurface conditions in the site vicinity. Coordinated and managed the field investigation, including locating utilities, coordination

with existing tenants, and scheduling subcontractors. Explored subsurface conditions by excavating test pits within the proposed development

limits. Fourteen test pits were completed to depths of up to 17.5 feet BGS within the proposed building, parking areas, drive aisles, and infiltration facility locations.

Conducted infiltration testing in test pit explorations at depths ranging from 4.0 to 17.5 feet BGS as directed by SGA Engineering.

Maintained continuous logs of the explorations and collected samples at representative intervals.

Performed a laboratory testing program consisting of the following tests: Fourteen moisture content determinations in accordance with ASTM D 2216 Four particle-size analyses in accordance with ASTM D 1140

Provided recommendations for site preparation and grading, including demolition, temporary and permanent slopes, fill placement criteria, suitability of on-site soil for fill, subgrade preparation, and recommendations for wet weather construction.

Provided foundation support recommendations for the proposed structures. Our recommendations include allowable bearing capacity and lateral resistance parameters.

Provided general recommendations for use in design of conventional retaining walls, including backfill and drainage requirements and lateral earth pressures.

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Evaluated groundwater conditions at the site. Provided recommendations for AC pavement design and pavement subgrade preparation.

Traffic volumes were unknown at the time of this report, and reasonable assumptions were made for our evaluation.

Provided seismic design recommendations in accordance with the procedures outlined in the 2012 IBC and 2014 SOSSC.

Prepared this report that presents our findings, conclusions, and recommendations. 4.0 SITE CONDITIONS 4.1 SURFACE CONDITIONS The site is located on the south and west sides of South Sequoia Parkway, south of the intersection with SE Hazeldell Way in Canby, Oregon. The site currently consists of slightly hummocky terrain, the majority of which is covered in pasture grass and an abundance of blackberry brambles. Sporadic trees of varying age border the property. Abandoned utilities, wells, or pipes were not observed during our site investigation. The surrounding site vicinity is primarily developed as commercial, industrial, and agricultural. The site topography slopes gently upwards from northwest to southeast across the site, with site elevations of 143 feet above MSL on the northwest edge to 165 feet above MSL on the southeast corner. 4.2 SUBSURFACE CONDITIONS 4.2.1 General Our knowledge of subsurface conditions is based on excavating 14 test pits (TP-1 through TP-14) to depths of up to 17.5 feet BGS at the approximate locations shown on Figure 2. In addition, we reviewed subsurface conditions from our previous 2005 geotechnical study for the development to the east. The exploration logs and laboratory test results are presented in Appendix A. Site plans, exploration logs, and the results of our laboratory testing program from our previous studies at adjacent sites to the east are presented in Appendix B. Explorations at the site generally encountered silt with varying proportions of sand and clay. Sandy gravel with cobbles and boulders underlie the silt to the maximum depth explored. The following sections provide a summary of the soil units encountered. 4.2.2 Root and Tilled Zone In general, a root zone and tilled zone were observed at the surface of the site in most of the test pits. The root zone extends to depths of approximately 3 inches BGS at the test pit locations. It appears that the tilled zone generally extends to depths of approximately 10 to 12 inches BGS at the test pit locations. 4.2.3 Fill Fill was encountered in test pits TP-5 and TP-11 located adjacent to South Sequoia Parkway and on the south end of the site adjacent to the railroad tracks, respectively. The fill extends to depths of 3.5 to 5.0 feet BGS in these explorations and consists of silt with sand and clay with trace organics. Wood and charcoal were observed at 1.0 foot BGS in test pit TP-5. Fill was not encountered in any of the other explorations at the site.

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4.2.4 Silt and Sand In general, we observed interbedded medium stiff to stiff silt with varying proportions of sand and loose to medium dense sand with variable proportions of silt extending to depths of approximately 10.5 to 17.5 feet BGS. Laboratory testing indicates that the silt and sand had a moisture content ranging from 14 to 38 percent at the time of our exploration. 4.2.5 Gravel, Cobbles, and Boulders The silt and sand is underlain by very dense gravel with varying proportions of silt and sand to the total depth explored of up to 17.5 feet BGS, or refusal on underlying boulders. Cobbles and boulders were observed in this unit. During our previous explorations at the site to the east, boulders were observed to range up to 7 feet in diameter. Laboratory testing indicates that the soil had a moisture content of 16 percent at the time of our explorations. 4.2.6 Groundwater Groundwater was not encountered in our explorations to the total depth explored of up to 17.5 feet BGS. Groundwater was also not observed to depths of up to 37.5 feet BGS in explorations completed to the east of the site. Groundwater is not anticipated to have a significant impact on design and construction of the proposed development. 4.2.7 Infiltration Testing Infiltration testing was conducted in test pits TP-1 through TP-6 and TP-12 through TP-14 located within the proposed infiltration areas of the site as requested by SGA Engineering. Infiltration testing was conducted in general accordance with the City of Portland 2014 Stormwater Management Manual. A representative sample was collected below the infiltration test depth for sieve analysis. A summary of the infiltration test results and fines content determinations are presented in Table 1. The exploration logs and results of particle-size analyses are presented in Appendix A.

Table 1. Infiltration Test Results

Location Depth

(feet BGS) Soil Type

at Test Depth

Measured Infiltration Rate1

(inches/hour)

Fines Content1 (percent)

TP-1 4.0 Sandy Silt (ML) 0.4 61



TP-4 9.0 Sand with silt (SP-SM) 2.5 37

TP-5 8.5 Sand with trace silt (SP) 20 Not tested

TP-6 8.5 Sand with silt (SP-SM) 3 Not tested

TP-12 17.5 Gravel with cobbles and

boulders, trace silt 12 --

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Table 1. Infiltration Test Results (continued)

Location Depth

(feet BGS) Soil Type

at Test Depth

Measured Infiltration Rate1

(inches/hour)

Fines Content1 (percent)


boulders, trace to with silt 2 --


boulders, trace to with silt 1.4 --

1. Fines content: material passing the U.S. Standard No. 200 Sieve --: Due to the presence of cobbles and boulders, grain-size testing was not conducted on the in situ soil.

5.0 CONCLUSIONS It is our opinion that the site can be developed as proposed provided the recommendations in this report are incorporated into design and implemented during construction. The following factors will have an impact on design and construction of the proposed development: The proposed structures can be supported by conventional shallow foundations bearing on

the underlying native medium stiff to stiff silt. Fill was encountered in test pits TP-5 and TP-11 located adjacent to South Sequoia Parkway

and on the south end of the site adjacent to the railroad tracks, respectively. If encountered, fill material should be completely removed from the influence zones of footings.

An approximately 10- to 12-inch-thick tilled zone was encountered in most explorations. The tilled zone material should either be removed or scarified and compacted within all structural areas.

The near-surface soil is primarily fine grained. This fine-grained soil is easily disturbed during wet weather or when at a moisture content that is above optimum. If not carefully executed, site preparation, grading, utility trench work, and roadway excavation in this soil can create extensive soft areas. Significant subgrade repair costs can result.

Boulders and cobbles were encountered in the gravel formation at depths of approximately 10.5 to 17.5 feet BGS in explorations completed at the site. When encountered, cobbles and especially boulders, will result in difficult excavation conditions and may require special equipment and procedures for removal.

The following sections present specific recommendations for use in design and construction of the proposed development. 6.0 SITE DEVELOPMENT RECOMMENDATIONS 6.1 SITE PREPARATION 6.1.1 Grubbing and Stripping The existing root zone should be stripped and removed from the site in all proposed building and pavement areas. Based on our explorations, the depth of stripping will be approximately 3 inches. Greater stripping depths may be required to remove localized zones of loose or

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organic soil. 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. 6.1.2 Subgrade Preparation and Evaluation An approximately 10- to 12-inch-thick tilled zone was observed in most of the explorations. We recommend removing or scarifying the stripped ground surface to the depth of the tilled 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 is sensitive to small changes in moisture content and will be difficult, if not impossible, to compact adequately during wet weather or when at a moisture content that is wet of optimum. Scarification and compaction of the subgrade will 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. 6.1.3 Test Pit Locations The test pit excavations were backfilled using minimal compactive effort of the excavator bucket. Soft areas can be expected at these locations. We recommend that this relatively uncompacted soil be removed from the test pits to a depth of 3 feet below finished subgrade and replaced with structural fill. 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. 6.2 CONSTRUCTION CONSIDERATIONS Fine-grained soil present on this site is easily disturbed during the wet season. If not carefully executed, earthwork activity 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 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

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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 areas should also be selected by the contractor. 6.3 TEMPORARY SLOPES Temporary slopes should be no steeper than 1½H:1V. 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. 6.4 EROSION CONTROL The on-site soil is moderately susceptible to erosion. Consequently, we recommend that slopes be covered with an appropriate erosion control product if construction occurs during periods of wet weather. We recommend that 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. 6.5 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. 6.5.1 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 that 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. 6.5.2 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

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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. 6.5.3 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 1½ inches, have less than 5 percent by dry weight passing the U.S. Standard No. 200 Sieve, and have at least two mechanically fractured 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. 6.5.4 Recycled Concrete Recycled concrete can be used for structural fill, provided the concrete is processed to a relatively well-graded material with a 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. 6.5.5 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 ¾ 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. 6.5.6 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."

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6.5.7 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 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. Soil amending should be conducted in accordance with the specifications provided in OSSC 00344 (Treated Subgrade). 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 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. 7.0 FOUNDATION SUPPORT RECOMMENDATIONS The planned structures 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. 7.1 SPREAD FOOTINGS 7.1.1 Bearing Capacity The proposed structures 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, if encountered, should be removed from footing subgrades 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 that we be retained to observe the footing subgrades and replacement of undocumented fill with structural fill. We recommend that 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

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calculating footing sizes. The recommended allowable bearing pressure applies to the total of dead plus long-term live loads. We recommend an allowable bearing capacity of 5,000 psf for short-term loads such as those resulting from wind or seismic forces. Continuous wall and spread footings should be at least 18 and 24 inches wide, respectively. 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 ½ inch. 7.1.2 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 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. 8.0 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 outlined 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. 9.0 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. These values are based on the assumption that (1) the retained soil is level, (2) adequate drainage is provided behind the wall, and (3) the wall is less than 12 feet in height. Lateral pressures induced by surcharge loads can be computed using the methods shown on

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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. 10.0 DRAINAGE CONSIDERATIONS We recommend that 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 that ground surfaces adjacent to buildings be sloped to facilitate positive drainage away from the buildings. The infiltration values provided in the “Infiltration Testing” section of this report have not been factored to account for potential site variability and other factors. These values should be factored by the civil designer to account for the system size, the degree of long-term maintenance, and the potential for long-term clogging due to siltation and bio-buildup. 11.0 SEISMIC DESIGN CRITERIA Seismic design is prescribed by the 2014 SOSSC and the 2012 IBC. Table 2 presents the site design parameters prescribed by the 2012 IBC for the site.

Table 2. IBC Seismic Design Parameters

Parameter Short Period

(Ts = 0.2 second)

1 Second Period (T

1 = 1.0 second)

MCE Spectral Acceleration, S Ss = 0.90 g S

1 = 0.40 g

Site Class C

Site Coefficient, F Fa = 1.042 F

v = 1.405

Adjusted Spectral Acceleration, SM S

MS = 0.93 g S

M1 = 0.56 g

Design Spectral Response Acceleration Parameters, S

D

SDS = 0.62 g S

D1 = 0.37 g

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 and the anticipated groundwater elevation, it is our opinion that there is a low risk of liquefaction and liquefaction-related hazards at the site.

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12.0 PAVEMENT RECOMMENDATIONS 12.1 PAVEMENT DESIGN The pavement subgrade should be prepared in accordance with the previously described site preparation, wet weather construction, and structural fill recommendations. These recommendations result in a subgrade that consists of silty or sandy material that is either scarified and compacted to structural fill requirements or cement amended. Our pavement recommendations are based on a soil resilient modulus value of 3,500 psi for unimproved subgrade, which is consistent with results from our previous studies in the site vicinity. Our pavement recommendations are based on the following additional assumptions: The top 12 inches of soil subgrade below pavement areas is compacted to at least

92 percent of its maximum density per ASTM D 1557. A resilient modulus of 20,000 psi was estimated for the aggregate base. Initial and terminal serviceability indices of 4.2 and 2.5, respectively. Reliability and standard deviations of 75 percent and 0.45, respectively. Structural coefficients of 0.42 for the asphalt, 0.10 for the aggregate base, and 0.08 for

cement-treated subgrade. If any of these assumptions are incorrect, our office should be contacted with the appropriate information so that the pavement designs can be revised. Our pavement design recommendations for the assumptions and loads provided above are summarized in Table 3.

Table 3. Pavement Design Recommendations

Design Criteria AC Thickness

(inches)

Base Rock Thickness (inches)

Crushed Base Rock

Base Rock Thickness (inches)

CTB1

Standard Duty2 4.0 10.0 4.0

Light Duty3 3.0 8.0 4.0

1. Reduced base rock thickness assumes 12 inches of CTB with a minimum seven-day unconfined compressive strength of 80 psi.

2. Subject to three to five trucks per day. 3. Subject to automobile traffic only.

In addition, we recommend that a geotextile separation layer be placed between the subgrade and crushed base rock in areas exposed to truck traffic to prevent migration of the silt up into the crushed base rock. All thicknesses are intended to be the minimum acceptable. The design of the recommended pavement section is based on the assumption that construction will be completed during an extended period of dry weather. Wet weather construction will likely require an increased thickness of crushed base rock.

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12.2 CONVENTIONAL PAVEMENT MATERIAL REQUIREMENTS The AC should be Level 3, ½-inch, dense ACP as described in OSSC 00744 (Asphalt Concrete Pavement) and be compacted to 91 percent of the specific gravity of the mix, as determined by ASTM D 2041. Minimum lift thickness for ½-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 ¾- or 1½-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. 13.0 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. 14.0 LIMITATIONS We have prepared this report for use by Urban IDM, LLC and their consultants. 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. They do not necessarily reflect soil strata or water level variations that may exist between exploration locations. If subsurface conditions differing from those described are noted during the course of excavation and construction, re-evaluation will be necessary. The site development plans and design details were not finalized at the time this report was prepared. When the design has been finalized and if there are changes in the site grades or location, configuration, design loads or type of construction for the buildings, the conclusions and recommendations presented may not be applicable. If design changes are made, we should be retained to review our conclusions and recommendations and to provide a written evaluation or modification. 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.

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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 service to you. Please contact us if you have questions regarding this report. Sincerely, GeoDesign, Inc. Tacia C. Miller, P.E., G.E. Senior Associate Engineer Brett A. Shipton, P.E., G.E. Principal Engineer

FIGURES

SITE

Prin

ted B

y: m

mille

r |

Prin

t D

ate:

10

/30

/20

15

4:3

4:0

3 P

M

Off 503.968.8787 Fax 503.968.3068

Portland OR 97224

15575 SW Sequoia Parkway - Suite 100

File

Nam

e:

J:\S

-Z\U

rban

IDM

\Urb

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\Urb

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FIG

UR

E 1

VICINITY MAP

PROPOSED CANBY APARTMENTSCANBY, OR

URBANIDM-5-01

NOVEMBER 2015 FIGURE 1

0

(SCALE IN APPROXIMATE FEET)

N

2000 4000VICINITY MAP BASED ON AERIALPHOTOGRAPH OBTAINED FROMGOOGLE EARTH PRO®

TP-13

TP-1

TP-9

TP-2TP-8

TP-12

TP-10

TP-6

TP-11

TP-3

TP-14

TP-4

TP-5

TP-7

Printed By: mmiller | Print Date: 10/30/2015 4:31:06 PM

Off 503.968.8787 Fax 503.968.3068

Portland OR 97224


File Name: J:\S-Z\UrbanIDM\UrbanIDM-5\UrbanIDM-5-01\Figures\CAD\UrbanIDM-5-01-SP01.dwg | Layout: FIGURE 2

SITE PLAN


URBANIDM-5-01

NOVEMBER 2015 FIGURE 2

SITE PLAN BASED ON DRAWING PROVIDED BYSGA ENGINEERING OCTOBER 22, 2015

0

(SCALE IN FEET)

N

120 240

TP-1

LEGEND:

TEST PIT

SITE BOUNDARY

AutoCAD SHX Text

SEQUOIA PARKWAY

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MOLLALA BRANCH-SOUTHERN PACIFIC RAILROAD

AutoCAD SHX Text

LOT 2

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LOT 1

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CANBY MARKET CENTER (117-10)

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ZIMMER COMMERCE CENTER (140-012)

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LOT 7 "ZIMMER COMMERCE CENTER" (140-012)

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LOT 4

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LOT 3

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LOT 2

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40.00'

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40.00'

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FND 5/8" IRON ROD WITH YPC STAMPED "WRG DESIGN INC." (HELD)

AutoCAD SHX Text

CONC. PADS FOR UTILITY VAULTS

AutoCAD SHX Text

SAN MH RIM=161.52' IE 12" PVC (E)=145.97' IE 12" PVC (NW)=145.81'

AutoCAD SHX Text

STM MH RIM=157.27' IE 12" ADS (NW)=152.45' IE 12" ADS (N)=152.31'

AutoCAD SHX Text

STM DRYWELL RIM=156.80' IE 12" ADS (SE)=151.43' WATER SURFACE=131.60'

AutoCAD SHX Text

SAN MH RIM=155.19' IE 8" CONC. (N)=140.71' IE 8" CONC. (S)=140.08' IE 12" CONC. (E)=139.94' IE 12" CONC. (W)=139.68'

AutoCAD SHX Text

SAN MH RIM=151.35' IE 8" CONC. (SW)=137.27' IE 12" CONC. (SE)=137.23' IE 12" CONC. (N)=137.07'

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6' CHAINLINK FENCE

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6' CHAINLINK FENCE

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6' CHAINLINK FENCE

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CONC. PAD FOR UTILITY VAULT

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STM CB GRATE=156.17' IE 12" ADS (S)=153.57'

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FND 5/8" IRON ROD WITH YPC STAMPED "ZTEC LS 1944" (HELD)

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FND 5/8" IRON ROD WITH YPC STAMPED "TOWLE PLS 2030" (HELD)

AutoCAD SHX Text


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FND 5/8" IRON ROD WITH YPC STAMPED "ZTEC LS 1944" (HELD)

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FND 5/8" IRON ROD W/O CAP (BENT-TIED SPIN HOLE) (HELD)

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(BASIS OF BEARINGS)

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RIGHT-OF-WAY VACATED PER ORDINANCE NO. 1138 DOC. NO. 2004-045441

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FND 5/8" IRON ROD (HELD)

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FND 5/8" IRON ROD WITH YPC STAMPED "DAVIS LS846." (HELD)

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FND 5/8" IRON ROD W/O CAP (BENT-TIED SPIN HOLE) (HELD FOR ROW)

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37.00'

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VARIES

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12' P.U.E. PER DOC NO. 2004-009214

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18' P.U.E. PER DOC. NO. 2004-045441

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20' PEDESTRIAN ACCESS EASEMENT AS SHOWN ON PLAT OF "CANBY MARKET CENTER" (BK. 117, PG. 10)

AutoCAD SHX Text

SITE AREA: 12.59 ACRES DOC. NO. 2007-073723

AutoCAD SHX Text

FND 5/8" IRON ROD WITH ALUM. CAP STAMPED "WRG DESIGN INC." WITH PUNCH (HELD)

AutoCAD SHX Text

FND 5/8" IRON ROD WITH ALUM. CAP STAMPED "WRG DESIGN INC." WITH PUNCH (HELD)

AutoCAD SHX Text

37'

AutoCAD SHX Text

37'

FOR m<0.4=

h

LINE LOAD, Q

h = 2q ( - SIN COS 2 ) 3.14

( IN RADIANS)

h

STRIP LOAD, q

/2

L

X=mH

H

Z=nH

h

Z=nH

X=mH

POINT LOAD, Qp

H

h =QLH

0.2 n

(0.16 + n )2 2

FOR m>0.4=Q

h =(m + n )H 21.28m nL

2

2

2H

H

Q

QFOR m>0.4=

h =

FOR m<0.4=

=h

(m + n )21.77m np 2

2 3

30.28 n

(0.16 + n )p

2

2

2

2

2

X=mH

1

h h= COS (1.1 )2

STRIP LOAD PARALLEL TO WALLLINE LOAD PARALLEL TO WALL

VERTICAL POINT LOAD

DISTRIBUTION OF HORIZONTAL PRESSURES

H

NOTES:

1.

2.

THESE GUIDELINES APPLY TO RIGID WALLS WITH POISSON'S RATIO ASSUMED TO BE 0.5 FOR BACKFILL MATERIALS.

LATERAL PRESSURES FROM ANY COMBINATION OF ABOVE LOADS MAY BE DETERMINED BY THE PRINCIPLE OF SUPERPOSITION.

3. VALUES IN THIS FIGURE ARE UNFACTORED.

Off 503.968.8787 Fax 503.968.3068

Portland OR 97224


INCESIGN SURCHARGE-INDUCED LATERAL EARTH PRESSURESURBANIDM-5-01

FIGURE 3NOVEMBER 2015 PROPOSED CANBY APARTMENTSCANBY, OR

Printed By: mmiller | Print Date: 10/30/2015 4:31:14 PMFile Name: J:\S-Z\UrbanIDM\UrbanIDM-5\UrbanIDM-5-01\Figures\CAD\UrbanIDM-5-01-DET01.dwg | Layout: FIGURE 3

AutoCAD SHX Text

s

AutoCAD SHX Text

b- SINb COS 2a) b COS 2a) a) b IN RADIANS)

AutoCAD SHX Text

s

AutoCAD SHX Text

s

AutoCAD SHX Text

a

AutoCAD SHX Text

b

AutoCAD SHX Text

b/2

AutoCAD SHX Text

s

AutoCAD SHX Text

s

AutoCAD SHX Text

s

AutoCAD SHX Text

s

AutoCAD SHX Text

s

AutoCAD SHX Text

s

AutoCAD SHX Text

F

AutoCAD SHX Text

s'

AutoCAD SHX Text

s

AutoCAD SHX Text

F)

APPENDIX A

A-1 UrbanIDM-5-01:111915

APPENDIX A FIELD EXPLORATIONS GENERAL Subsurface conditions at the site were explored by excavating 14 test pits (TP-1 through TP-14) to a depth of up to 17.5 feet BGS. Excavation services were provided by Dan J. Fischer Excavating, Inc. of Forest Grove, Oregon, on October 26, 2015 utilizing a John Deere 310E tracked excavator and by Western States Soil Conservation, Inc. on October 27, 2015 utilizing a John Deere 120 tracked excavator. The explorations were observed by a member of our geotechnical staff. Exploration locations were chosen based on preliminary site plans provided to our office by the design team. Exploration locations 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 CLASSIFICATION We obtained samples of the soil encountered at representative intervals. 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 actually could be gradual. If the change occurred between sample locations, the depth was interpreted. Detailed exploration logs are presented in this appendix. SOIL SAMPLING We obtained representative samples of the various soil encountered in the explorations for geotechnical laboratory testing. Representative grab samples of the soil observed in the test pit explorations were obtained from the walls and/or base of the test pits using the excavator bucket. 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. MOISTURE CONTENT We determined the natural moisture content of selected soil samples in general accordance with ASTM D 2216. The natural moisture content is a ratio of the weight of the water to soil in a test sample and is expressed as a percentage. The test results are presented in this appendix.

A-2 UrbanIDM-5-01:111915

PARTICLE-SIZE ANALYSIS Particle-size analyses were performed on selected samples in general accordance with ASTM D 1140. This test determines of the amount of material finer than a 75-μm (No. 200) sieve expressed as a percentage of the dry weight of soil. The test results are presented in this appendix.

SYMBOL SAMPLING DESCRIPTION

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 Location of sample obtained using 3-inch-O.D. California split-spoon sampler and 140-pound hammer Location of grab sample Rock coring interval Water level during drilling Water level taken on date shown

GEOTECHNICAL TESTING EXPLANATIONS

ATT

CBR

CON

DD

DS

HYD

MC

MD

OC

P

Atterberg Limits

California Bearing Ratio

Consolidation

Dry Density

Direct Shear

Hydrometer Gradation

Moisture Content

Moisture-Density Relationship

Organic Content

Pushed Sample

PP

P200

RES

SIEV

TOR

UC

VS

kPa

Pocket Penetrometer

Percent Passing U.S. Standard No. 200 Sieve

Resilient Modulus

Sieve Gradation

Torvane

Unconfined Compressive Strength

Vane Shear

Kilopascal

ENVIRONMENTAL TESTING EXPLANATIONS

CA

P

PID

ppm

Sample Submitted for Chemical Analysis

Pushed Sample

Photoionization Detector Headspace Analysis

Parts per Million

ND

NS

SS

MS

HS

Not Detected

No Visible Sheen

Slight Sheen

Moderate Sheen

Heavy Sheen


Portland OR 97224 Off 503.968.8787 Fax 503.968.3068

EXPLORATION KEY TABLE A-1

Graphic Log of Soil and Rock Types

Inferred contact between soil or rock units (at approximate depths indicated)

Observed contact between soil or rock units (at depth indicated)

RELATIVE DENSITY - COARSE-GRAINED SOILS

Relative Density Standard Penetration

Resistance Dames & Moore Sampler

(140-pound hammer) Dames & Moore Sampler

(300-pound hammer)

Very Loose 0 – 4 0 - 11 0 - 4

Loose 4 – 10 11 - 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

Resistance Dames & Moore Sampler

(140-pound hammer) Dames & Moore Sampler

(300-pound hammer) Unconfined Compressive

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

COARSE-GRAINED SOILS

(more than 50%

retained on No. 200 sieve)

GRAVEL

(more than 50% of coarse fraction

retained on No. 4 sieve)

CLEAN GRAVELS (< 5% fines)

GW or GP GRAVEL

GRAVEL WITH FINES (≥ 5% and ≤ 12% fines)

GW-GM or GP-GM GRAVEL with silt

GW-GC or GP-GC GRAVEL with clay

GRAVELS WITH FINES (> 12% fines)

GM silty GRAVEL

GC clayey GRAVEL

GC-GM silty, clayey GRAVEL

SAND

(50% or more of coarse fraction

passing No. 4 sieve)

CLEAN SANDS (<5% fines)

SW or SP SAND

SANDS WITH FINES (≥ 5% and ≤ 12% fines)

SW-SM or SP-SM SAND with silt

SW-SC or SP-SC SAND with clay

SANDS WITH FINES (> 12% fines)

SM silty SAND

SC clayey SAND

SC-SM silty, clayey SAND

FINE-GRAINED SOILS

(50% or more

passing No. 200 sieve)

SILT AND CLAY

Liquid limit less than 50

ML SILT

CL CLAY

CL-ML silty CLAY

OL ORGANIC SILT or ORGANIC CLAY

Liquid limit 50 or greater

MH SILT

CH CLAY

OH ORGANIC SILT or ORGANIC CLAY

HIGHLY ORGANIC SOILS PT PEAT

MOISTURE CLASSIFICATION

ADDITIONAL CONSTITUENTS

Term Field Test

Secondary granular components or other materials such as organics, man-made debris, etc.

Percent

Silt and Clay In:

Percent

Sand and Gravel In:

dry very low moisture, dry to touch

Fine-Grained Soils

Coarse-Grained Soils

Fine-Grained Soils

Coarse-Grained Soils

moist damp, without visible moisture

< 5 trace trace < 5 trace trace

5 – 12 minor with 5 – 15 minor minor

wet visible free water, usually saturated

> 12 some silty/clayey 15 – 30 with with

> 30 sandy/gravelly Indicate %


Portland OR 97224 Off 503.968.8787 Fax 503.968.3068

SOIL CLASSIFICATION SYSTEM TABLE A-2

PP = 2.0 tsf

PP = 3.5 tsf

PP = 4.0 tsf

Infiltration test: 0.4 inch per hourat 4.0 feet.P200 = 61%PP = 4.0 tsf

No groundwater seepage observedto the depth explored.No caving observed to the depthexplored.

Surface elevation was notmeasured at the time ofexploration.

5.5

8.0

11.5

PP

PP

PP

P200PP

Stiff, brown SILT with sand (ML), traceclay and organics (rootlets); moist (12-inch-thick tilled zone, 3-inch-thick rootzone).light brown, sandy at 1.0 foot

Medium dense, yellow-brown SAND withsilt (SP-SM); moist, fine.

lens of medium stiff SILT (ML) (~0.5-inchthick) at 7.5 feetMedium dense, gray-brown SAND (SP),trace silt; moist to wet, fine to medium.

lens of medium stiff SILT (ML) (~6inches thick) at 11.0 feetExploration terminated at a depth of11.5 feet due to refusal on gravel withcobbles and boulders.

Latitude: 45.265028Longitude: -122.676446(determined from smartphone with GPSapplication)

COMMENTS MOISTURECONTENT %

TEST PIT TP-1

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT

MATERIAL DESCRIPTION

GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET

NOVEMBER 2015 FIGURE A-1

COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH

15575 SW Sequoia Parkway - Suite 100Portland OR 97224

Off 503.968.8787 Fax 503.968.3068

EXCAVATION METHOD: backhoe (see document text)

EXCAVATED BY: Dan J. Fischer Excavating, Inc.

0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 1.5 tsf

PP = 2.0 tsf

PP = 3.5 tsf

PP = 4.0 tsf

Infiltration test: 1.4 inches perhour at 14.8 feet.P200 = 56%



1.0

3.0

7.5

9.0

12.0

14.8

PP

PP

PP

PP

P200

Medium stiff, dark brown SILT (ML),minor sand, trace clay and organics(rootlets); moist (12-inch-thick tilledzone, 3-inch-thick root zone).Medium dense, light brown, silty SAND(SM); moist, fine.Medium dense, light brown SAND withsilt (SP-SM); moist, fine.

Medium dense/stiff, yellow-brown, siltySAND/sandy SILT (SM/ML); moist, sandis fine.Medium dense, gray-brown SAND (SP),trace silt; moist, fine to medium.

Stiff, brown, sandy SILT (ML); moist.

Exploration terminated at a depth of14.8 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-2

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 2.5 tsf

PP = 3.0 tsf

PP = 3.5 tsf

PP = >5.0 tsf




5.5

11.0

PP

PP

PP

PP

P200

Medium stiff, brown SILT (ML), minorsand, trace clay and organics (rootlets);moist, sand is fine (12-inch-thick tilledzone, 3-inch-thick root zone).sandy at 1.0 foot


lens of medium stiff, sandy SILT (ML)(~6 inches thick) at 10.5 feetExploration terminated at a depth of11.0 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-3

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 2.5 tsf

PP = 5.0 tsf

PP = 5.0 tsf

PP = 5.0 tsf




4.0

7.0

11.0

11.8

PP

PP

PP

PP

P200

Medium stiff, brown SILT (ML), minorsand, trace clay and organics; moist,sand is fine (10-inch-thick tilled zone, 3-inch-thick root zone).sandy at 1.0 foot

Medium dense, yellow-brown, siltySAND (SM); moist, fine.


Very dense, gray GRAVEL (GP), trace siltand sand; moist, subrounded.Exploration terminated at a depth of11.8 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-4

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 3.25 tsf

PP = 4.5 tsf

PP = 4.5 tsf

PP = 4.75 tsf

Infiltration test: 20 inches perhour at 8.5 feet.



3.5

8.0

9.5

11.5

14.0

14.5

PP

PP

PP

PP

Medium stiff, brown SILT (ML), minorsand, trace clay and organics(rootlets); moist (12-inch-thick tilledzone, 3-inch-thick root zone) - FILL.red-brown, trace organics (wood andcharcoal) at 1.0 foot


lens of medium stiff SILT (ML) (6 inchesthick) at 7.5 feetMedium dense, gray-brown SAND (SP),trace silt; moist, fine.Medium dense, gray-brown SAND withsilt (SP-SM); moist, fine.

Medium dense, gray-brown SAND (SP),trace silt; moist, fine.

Very dense, gray GRAVEL with cobblesand boulders (GP), trace silt and sand;moist, subrounded.Exploration terminated at a depth of14.5 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-5

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 3.0 tsf

PP = 4.25 tsf

PP = 5.0 tsf

PP = 5.0 tsf

Infiltration test: 3 inches per hourat 8.5 feet.



1.0

5.0

7.5

9.5

10.5

10.8

PP

PP

PP

PP

Medium stiff, brown SILT (ML), minorsand, trace clay and organics; moist(12-inch-thick tilled zone, 3-inch-thickroot zone).Medium stiff, red-brown, sandy SILT(ML); moist, sand is fine.



Medium dense, gray-brown SAND (SP),trace silt; moist, fine to medium.Very dense, gray GRAVEL with cobblesand boulders (GP), trace silt and sand;moist.Exploration terminated at a depth of10.8 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-6

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 2.75 tsf

PP = 3.25 tsf

PP = 4.5 tsf

PP = 5.0 tsf

Minor caving observed at 14.0 feet

No groundwater seepage observedto the depth explored.


1.0

3.5

8.0

16.5

17.5

PP

PP

PP

PP

Medium stiff, brown SILT (ML), minorsand, trace clay and organics; moist(12-inch-thick tilled zone, 3-inch-thickroot zone).Medium stiff, red-brown SILT with sand(ML); moist, sand is fine.grades to sandy at 2.5 feetMedium dense, yellow-brown SAND withsilt (SP-SM); moist, fine.

lens of medium dense, silty SAND (SM)(6 inches thick) at 7.5 feetMedium dense, gray-brown SAND (SP),trace silt; moist, fine to medium.

medium at at 16.0 feetMedium stiff, yellow-gray with brownmottled SILT with sand (ML), trace clay;moist.Exploration terminated at a depth of17.5 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-7

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 3.25 tsf

PP = 4.0 tsf

PP = 4.0 tsf

PP = 4.5 tsf



1.0

3.5

8.0

14.0

15.0

PP

PP

PP

PP

Medium stiff, light brown SILT (ML),minor sand, trace clay and organics(rootlets); moist (12-inch-thick tilledzone, 3-inch-thick root zone).Medium dense, yellow-brown, siltySAND (SM); moist, fine.


lens of medium stiff SILT (ML) (6 inchesthick) at 7.5 feetMedium dense, gray-brown SAND (SP),trace silt; moist, fine to medium.

Medium stiff, yellow-brown SILT (ML),minor sand and clay; moist.Exploration terminated at a depth of15.0 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-8

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 2.75 tsf

PP = 3.5 tsf

PP = 4.5 tsf

PP = >5.0 tsf



1.0

4.5

5.5

13.8

14.3

14.5

PP

PP

PP

PP

Medium stiff, brown SILT (ML), minorsand, trace clay and organics (rootlets);moist (12-inch-thick tilled zone, 3-inch-thick root zone).Medium dense, red-brown, silty SAND(SM); moist, fine.

Medium dense, yellow-brown SAND withsilt (SP-SM); moist, fine.Medium dense, yellow-brown SAND (SP),trace silt; moist, fine.

lens of medium stiff, sandy SILT (ML) (6inches thick) at 7.3 feet

lens of medium stiff SILT (ML) (6 inchesthick) at 10.0 feet

Medium stiff, yellow-brown SILT (ML),minor sand and clay; moist.Very dense, gray GRAVEL with cobblesand boulders (GP), trace silt and sand;moist.Exploration terminated at a depth of14.5 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-9

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 3.25 tsf

PP = 4.0 tsf

PP = 4.5 tsf



1.0

4.5

8.5

12.5

12.8

PP

PP

PP

Medium stiff, brown SILT (ML), minorsand, trace clay and organics; moist(12-inch-thick tilled zone, 3-inch-thickroot zone).Medium dense, red-brown, silty SAND(SM); moist, fine.



lens of medium stiff SILT (ML) (6 inchesthick) at 10.5 feet

Very dense, gray GRAVEL with cobblesand boulders (GP); moist.Exploration terminated at a depth of12.8 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-10

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

PP = 2.25 tsf

PP = 3.25 tsf

PP = 3.75 tsf

PP = 4.0 tsf



1.0

5.0

6.0

9.5

PP

PP

PP

PP

Medium stiff, brown SILT (ML), tracesand, clay, and organics (rootlets);moist (12-inch-thick tilled zone, 3-inch-thick root zone) - FILL.Stiff, yellow-brown with red mottledSILT with sand (ML), trace clay; moist -FILL.

sandy at 4.5 feetMedium dense, yellow-brown, siltySAND (SM); moist, fine to medium.Medium dense, yellow-brown SAND withsilt (SP-SM); moist, fine.

lens of medium stiff SILT (ML) (6 inchesthick) at 9.0 feetExploration terminated at a depth of9.5 feet due to refusal on gravel withcobbles and boulders.



TEST PIT TP-11

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/26/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

Trace organics (roots, 3-inchdiameter) from 4.0 to 7.0 feet.

Infiltration test: 12 inches perhour at 17.5 feet.



1.0

5.0

7.0

10.5

17.5

Medium stiff, brown SILT (ML), minorsand, trace clay and organics; moist(12-inch-thick tilled zone, 3-inch-thickroot zone).Medium dense, yellow-brown, siltySAND (SM); moist, fine.


Medium dense, gray-brown SAND (SP),trace silt; moist, fine to medium.

lens of medium stiff SILT (ML) (6 inchesthick) at 10.0 feetVery dense, gray GRAVEL with cobblesand boulders (GP), trace silt and sand;moist.

Exploration completed at a depth of17.5 feet.



TEST PIT TP-12

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/27/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068

EXCAVATION METHOD: excavator (see document text)

EXCAVATED BY: Western States Soil Conservation, Inc.

0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

Infiltration test: 2 inches per hourat 15.0 feet.



1.0

5.0

6.0

12.0

15.0

Medium stiff, brown SILT (ML), minorsand, trace clay and organics (rootlets);moist (12-inch-thick tilled zone, 3-inch-thick root zone).Medium dense, yellow-brown SAND withsilt (SP-SM); moist, fine.

Medium dense, yellow-brown, siltySAND (SM); moist, fine to medium.Medium dense, gray-brown SAND (SP),trace silt; moist.

lens of medium stiff SILT (ML) (6 inchesthick) at 11.5 feetVery dense, gray-brown GRAVEL withcobbles and boulders (GP), trace to withsilt, trace sand; moist.




TEST PIT TP-13

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/27/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

Infiltration test: 1.4 inches perhour at 15.0 feet.



1.0

3.0

7.0

10.5

14.0

Medium stiff, brown SILT with sand(ML), trace clay and organics (rootlets);moist (12-inch-thick tilled zone, 3-inch-thick root zone).Medium dense, brown, silty SAND (SM);moist, fine.Medium dense, brown SAND with silt(SP-SM); moist, fine.


lens of medium stiff SILT (ML) (6 inchesthick) at 10.0 feetVery dense, gray-brown GRAVEL withcobbles and boulders (GP), trace to withsilt, trace sand; moist.




TEST PIT TP-14

TES

T P

IT L

OG

- 1

PER

PA

GE

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT


GR

APH

IC L

OG

TES

TIN

G


DEPTHFEET


COMPLETED: 10/27/15

SAM

PLE

URBANIDM-5-01

LOGGED BY: JCH

ELEV

AT

ION

DEP

TH


Off 503.968.8787 Fax 503.968.3068



0 50 100

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

22.5

25.0

27.5

30.0

TP-1 4.0 20 61

TP-2 1.0 21

TP-2 4.0 19

TP-2 14.8 38 56

TP-3 4.5 19

TP-3 11.0 35 51

TP-4 9.0 19 37

TP-4 11.0 16

TP-5 1.0 14

TP-5 2.5 15

TP-6 3.0 19

TP-9 4.5 14

TP-10 0.5 16

TP-11 8.0 21

GRAVEL(PERCENT)

SAMPLEDEPTH(FEET)

SUMMARY OF LABORATORY DATA

ELEVATION(FEET)

P200(PERCENT)

SIEVE

PLASTICLIMIT

PLASTICITYINDEX

ATTERBERG LIMITSMOISTURECONTENT(PERCENT)

SAMPLE INFORMATION

EXPLORATIONNUMBER

SAND(PERCENT)

DRYDENSITY

(PCF)LIQUIDLIMIT

URBANIDM-5-01

NOVEMBER 2015 PROPOSED CANBY APARTMENTSCANBY, OR FIGURE A-15


Off 503.968.8787 Fax 503.968.3068

LAB S

UM

MA

RY

UR

BA

NID

M-5

-01

-TP1

_14

.GPJ

G

EOD

ESIG

N.G

DT

PR

INT

DA

TE:

11

/19

/15

:KT

APPENDIX B

B-1 UrbanIDM-5-01:111915

APPENDIX B PRIOR EXPLORATIONS AT ADJACENT SITES We reviewed geotechnical reports for investigations we conducted at adjacent sites to evaluate subsurface conditions. The site plans, relevant explorations logs, and applicable laboratory results from the reports are presented in this appendix.

60/4"

60/5"

50/5"

13

15

19

15

Encountered gravel withboulders and cobbles, heavydrill chatter, hard drilling at12.5 feet.

Infiltration test at 17.5 feet.P200 = 11%

Refusal on boulders and cobblesat 19.4 feet.Boring backfilled with hydratedbentonite chips.

Stiff, brown SILT with trace to somesand; moist, low plasticity (3-inch-thickroot zone) (Alluvium).

with some fine sand with stratified layersof silty sand at 5.0 feet

Medium dense, brown, fine SAND withsome silt; moist.

becomes silty at 10.0 feet

Very dense, gray-brown GRAVEL withboulders and cobbles, some sand andsilt; moist.

Boring completed at 19.4 feet.

8.0

12.5

19.4

P200

INSTALLATION ANDCOMMENTS

BLOW COUNT

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

MOISTURE CONTENT %

CORE REC%RQD%

0 50 100

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-1

BORING B-1

COMPLETED: 10/25/04

BORING METHOD: hollow stem auger (see report text)

15575 SW Sequoia Parkway - Suite 100Portland, Oregon 97224

Off 503.968.8787 Fax 503.968.3068

CANBY PIONEER INDUSTRIAL PARK

SAM

PLE

TES

TIN

G

ELEV

DEP

TH


DRILLED BY: Geo-Tech Explorations, Inc. LOGGED BY: SMD

NOVEMBER 2004

BORING BIT DIAMETER: 8-inch

BO

RIN

G L

OG

TR

EN

DC

ON

ST-

4-01

-B1-

4.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

60/0"

16

24

19

13

P200 = 56%


Infiltration test at 16.0 feet.Refusal due to boulder at 16.25feet.Boring backfilled with hydratedbentonite chips.

Very stiff, brown SILT with trace finesand; moist, low to medium plasticity(Alluvium) (3-inch-thick root zone).

with some fine sand at 5.0 feet

Medium dense, brown, fine SAND withtrace to some silt; moist.

Stiff, brown, sandy SILT; moist.

Very dense, gray-brown GRAVEL withboulders and cobbles, trace to somesand and silt; moist.


6.5

10.0

13.5

16.3

P200


BLOW COUNT

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

MOISTURE CONTENT %

CORE REC%RQD%

0 50 100

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-2

BORING B-2

COMPLETED: 10/25/04



Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH


DRILLED BY: Geo-Tech Explorations, Inc. LOGGED BY: SMD

NOVEMBER 2004


BO

RIN

G L

OG

TR

EN

DC

ON

ST-

4-01

-B1-

4.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

50/5"

60/3"

9

11

17

13


Infiltration test at 17.0 feet.Refusal due to cobbles andboulders at 17.3 feet.Boring backfilled with hydratedbentonite chips.

Stiff, brown-orange SILT with some finesand; moist, low plasticity (Alluvium) (3-inch-thick root zone).

Medium dense, orange-brown, fine, siltySAND; moist; with stratified 2-inch siltlayers.

becomes light brown with some silt at8.0 feet


Very dense, brown GRAVEL with bouldersand cobbles, some sand and trace silt;moist.


3.5

12.5

17.3


BLOW COUNT

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

MOISTURE CONTENT %

CORE REC%RQD%

0 50 100

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-3

BORING B-3

COMPLETED: 10/25/04



Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH


DRILLED BY: Geo-Tech Explorations, Inc. LOGGED BY: JGH

NOVEMBER 2004


BO

RIN

G L

OG

TR

EN

DC

ON

ST-

4-01

-B1-

4.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

50/3"

16

18


Infiltration test at 13.5 feet.Refusal due to cobbles andboulders at 13.8 feet.Boring backfilled with hydratedbentonite chips.

Medium dense, orange-brown, fine, siltySAND; moist (Alluvium) (3-inch-thick rootzone).

Stiff to very stiff, brown SILT with tracefine sand; moist.Medium dense, orange-brown, fine, siltySAND; moist.

Very dense, brown GRAVEL with bouldersand cobbles, some sand, and trace tosome silt; moist.


10.5

11.3

12.5

13.8


BLOW COUNT

0 50 1000.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

MOISTURE CONTENT %

CORE REC%RQD%

0 50 100

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-4

BORING B-4

COMPLETED: 10/25/04



Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH


DRILLED BY: Geo-Tech Explorations, Inc. LOGGED BY: JGH

NOVEMBER 2004


BO

RIN

G L

OG

TR

EN

DC

ON

ST-

4-01

-B1-

4.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

PP = 2.0 tsf

PP = 2.5 tsf

PP = 4.0 tsf

PP = 4.0 tsf

P200 = 55%


Medium stiff, brown SILT with some finesand and occasional organics (finerootlets); moist, low plasticity (topsoil,13-inch-thick till zone/3-inch-thick rootzone).Stiff to very stiff, orange-brown SILT withsome fine sand; moist, low plasticity(Alluvium).becomes sandy at 4.0 feet

Medium dense to dense, brown GRAVELwith boulders and cobbles and somesand and silt; moist, gravel poorly gradedwith dominantly boulders and cobblesobserved, subrounded with boulders to1.5 feet in diameter.Test pit completed at 12.0 feet.

1.1

11.0

12.0

PP

PP

PP

PP

P200

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-1


TES

T P

IT L

OG

- 2

PE

R P

AG

E T

RE

ND

CO

NS

T-4-

01-T

P1-

9.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-5

TEST PIT

COMPLETED: 10/22/04

EXCAVATION METHOD:


Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH


EXCAVATED BY: Dan J. Fischer Excavating, Inc. LOGGED BY: JGH

NOVEMBER 2004

PP = 0.75 tsf

PP = 1.0 tsfPP = 3.5 tsfPP = 3.75 tsf


Soft to medium stiff, dark brown tobrown SILT with trace fine sand andoccasional organics (fine rootlets); moist,low plasticity (topsoil, 16-inch-thick tillzone/3-inch-thick root zone).Medium stiff to very stiff, orange-brownSILT with some fine sand; moist, lowplasticity (Alluvium).Medium dense, light brown, fine tomedium, silty SAND; moist.

with trace to some silt at 8.0 feet

Test pit completed at 12.5 feet.

1.3

3.5

12.5

PP

PP

PPPP

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-2

PP = 0.75 tsf

PP = 1.0 tsf

PP = 1.75 tsf

Minor caving observed from 7.0 to9.5 feet.

No groundwater seepage observedto the depth explored.

Soft to medium stiff, dark brown tobrown SILT with some fine sand andoccasional organics (roots to 1/8-inchdiameter); moist, low plasticity (topsoil,14-inch-thick till zone/3-inch-thick rootzone).Medium stiff, orange-brown SILT withsome fine sand; moist, low plasticity(Alluvium).

Medium dense, light brown, fine SANDwith some silt; moist.

with some boulders and cobbles up to3.5-foot-diameter, subrounded at 9.0feetTest pit completed at 11.0 feet.

1.2

6.5

11.0

PP

PP

PP

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-3


TES

T P

IT L

OG

- 2

PE

R P

AG

E T

RE

ND

CO

NS

T-4-

01-T

P1-

9.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-6

TEST PIT

COMPLETED: 10/22/04

EXCAVATION METHOD:


Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH



NOVEMBER 2004

PP = 1.5 tsf

PP = 3.0 tsf


Soft to medium stiff, dark brown SILTwith some fine sand, and occasionalorganics (roots up to 1/4-inch diameter);moist, low plasticity (topsoil, 11-inch-thick till zone/3-inch-thick root zone).Medium stiff to stiff, orange-brown SILTwith some fine sand; moist, low plasticity(Alluvium).Medium dense, brown, fine, silty SAND;moist.

Dense to very dense, brown GRAVEL withboulders and cobbles, some sand andsilt; moist, gravel poorly graded withdominantly boulders and cobblesobserved, subrounded with boulders to1.5 feet.Test pit completed due to refusal at 11.0feet.

0.9

4.0

10.0

11.0

PP

PP

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-4

PP = 1.0 tsf

PP = 2.0 tsfDD = 84 pcfPP = 2.5 tsf


Soft to medium stiff, dark brown SILTwith some fine sand and occasionalorganics (fine rootlets); moist, lowplasticity (topsoil, 12-inch-thick tillzone/3-inch-thick root zone).Medium stiff to very stiff, orange-brownSILT with some fine sand; moist, lowplasticity (Alluvium).

Medium dense, brown to light brown,fine to medium SAND with some silt;moist.becomes silty at 8.0 feet

with some silt at 9.0 feet

Dense to very dense, brown GRAVEL withboulders and cobbles, some sand andsilt; moist, gravel poorly graded withdominantly boulders and cobblesobserved, subrounded with boulders to1.5 feet in diameter.

1.0

6.5

11.5

12.0

PP

DD

PP

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-5


TES

T P

IT L

OG

- 2

PE

R P

AG

E T

RE

ND

CO

NS

T-4-

01-T

P1-

9.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-7

TEST PIT

COMPLETED: 10/22/04

EXCAVATION METHOD:


Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH



NOVEMBER 2004

PP = 1.25 tsf

PP = 2.5 tsf

PP = 0.5 tsf

P200 = 40%No groundwater seepage observedto the depth explored.No caving observed to the depthexplored.

Soft to medium stiff, dark brown SILTwith some fine sand and occasionalorganics (fine rootlets); moist, lowplasticity (topsoil, 9-inch-thick till zone/3-inch-thick root zone).Stiff to very stiff, orange-brown SILT withsome fine sand; moist, low plasticity(Alluvium).becomes soft to medium stiff at 3.0 feetbecomes stiff and sandy at 4.0 feetMedium dense, light brown, fine SANDwith some silt; moist.


with some silt at 10.0 feet

becomes silty at 12.0 feetTest pit completed at 12.5 feet.

0.8

5.5

12.5

PP

PP

PP

P200

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-6

PP = 1.0 tsf

PP = 1.5 tsf

PP = 1.5 tsf


Soft to medium stiff, dark brown SILTwith some fine sand, and occasionalorganics (roots up to 1/4-inch diameter);moist, low plasticity (topsoil, 9-inch-thicktill zone/3-inch-thick root zone).Medium stiff to stiff, orange-brown SILTwith some fine sand; moist, low plasticity(Alluvium).Medium dense, brown to light brown,fine to medium SAND with some silt;moist.

becomes brown-gray at 7.0 feet

becomes light brown and silty at 9.0 feet

becomes brown at 11.0 feet

Test pit completed at 12.0 feet.

0.8

4.0

12.0

PP

PP

PP

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-7


TES

T P

IT L

OG

- 2

PE

R P

AG

E T

RE

ND

CO

NS

T-4-

01-T

P1-

9.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-8

TEST PIT

COMPLETED: 10/22/04

EXCAVATION METHOD:


Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH



NOVEMBER 2004

PP = 0.75 tsf

PP = 2.5 tsf


Soft to medium stiff, dark brown SILTwith some sand and trace of organics(bark, roots to 1.5-inch-diameter,rootballs to 3.0-foot-diameter); moist,low plasticity (backfilled tree harvested)(fill, 3-inch-thick root zone).isolated twine strings and gopherburrows at 2.0 feetMedium dense, light brown to brown,fine, silty SAND; moist, moderatecementation (Alluvium).Dense to very dense, brown GRAVEL withboulders and cobbles, some sand andsilt; moist, gravel poorly graded withdominantly boulders and cobblesobserved, subrounded with boulders to4.0 feet in diameter.Test pit completed due to refusal at 7.5feet.

2.5

6.0

7.5

PP

PP

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-8

PP = 1.0 tsf

PP = 0.75 tsf

P200 = 69%


Soft to medium stiff, dark brown, sandySILT with occasional organics (finerootlets); moist (topsoil, 16-inch-thick tillzone/3-inch-thick root zone).Medium stiff, brown, sandy SILT; moistto wet (Alluvium).

Medium dense, brown-gray SAND withtrace to some silt; moist.

Stiff, light brown SILT with some finesand; moist.Medium dense, brown SAND with somesilt; moist.Dense to very dense, brown GRAVEL withboulders and cobbles, some sand andsilt; moist, gravel poorly graded withdominantly boulders and cobblesobserved, subrounded with boulders to4.0 feet in diameter.Test pit completed due to refusal at 11.5feet.

1.3

6.0

8.5

9.5

10.0

11.5

PP

PP

P200

0.0

2.5

5.0

7.5

10.0

12.5

15.0

0 50 100

0 50 100

TP-9


TES

T P

IT L

OG

- 2

PE

R P

AG

E T

RE

ND

CO

NS

T-4-

01-T

P1-

9.G

PJ

GE

OD

ES

IGN

.GD

T

PR

INT

DA

TE: 1

1/23

/04

CANBY, OR

TRENDCONST-4-01

GRA

PHIC

LO

G

DEPTHFEET

FIGURE A-9

TEST PIT

COMPLETED: 10/22/04

EXCAVATION METHOD:


Off 503.968.8787 Fax 503.968.3068


SAM

PLE

TES

TIN

G

ELEV

DEP

TH



NOVEMBER 2004

PP

Stiff to very stiff, brown SILT (ML), somesand; moist (3-inch-thick root zone).

PP = 2.0 tsf

Medium dense, brown SAND (SP); moist.


Off 503.968.8787 Fax 503.968.3068

interbedded with brown silt, sand, andsandy silt at 12.0 feet

cobble- to boulder-sized clast at 14.5feet

PP

Exploration completed at a depth of18.0 feet.

COMMENTSMOISTURECONTENT %

Very dense, brown GRAVEL with cobblesand boulders (GP), some sand, trace silt;moist.

PP = 2.5 tsf

PP = 2.5 tsf

Infiltration test at 15.0 feet

Infiltration test at 18.0 feetNo groundwater seepage observedto the depth explored.No caving observed to the depthexplored.Surface elevation was notmeasured at the time ofexploration.

4.0

8.0

15.0

PP

silt layer (6 inches thick) at 11.5 feet

18.0

DEPTHFEET

TES

TIN

G


Medium dense, brown, silty SAND (SM);moist.

TEST PIT TP-1

TES

T P

IT L

OG

- 1

PER

PA

GE

TR

END

BC

-2-0

1-T

P1.G

PJ

GEO

DES

IGN

.GD

T

PRIN

T D

AT

E: 2

/13

/08

:OB

COMPLETED: 01/30/08

FEBRUARY 2008

LOGGED BY: CAB


ELEV

AT

ION

DEP

TH

EXCAVATION METHOD: trackhoe (see report text)

GRA

PHIC

LO

G

FIGURE A-1CANBY, OR

TRENDBC-2-01

SAM

PLE


0.0

2.5

5.0

7.5

10.0

12.5

15.0

17.5

20.0

0 50 100

0 50 100

WE

I,Tì€

\---

:>-

_)r-

PR

O?O

SE

D S

E 4

[H A

VE

NU

E

SIT

E P

LAN

FR

OM

DR

AW

ING

PR

OV

IDE

DB

YJO

HN

GR

AV

ES

AR

CH

ITE

CT

S &

PLA

NN

ER

S.

/\ .1È

LJ N

Q

80

160

EX

PT

AN

AT

ION

:

B-l

BO

RIN

G

TE

ST

PIT

o TP

-IE

mD

rstG

N:

SIT

E P

LAN

H I A N-VALUE

; I o M.T'TURE ..NTENT, %MATERIAL DESCRIPTION

Soft, dark brown SILT with trace clay;wet.

Medium dense, light brown SAND withsome silt; moist.

GP Very dense, dark gray and light brownCOBBLES AND BOULDERS with SoMCsand and gravel; moist.

Boring completed at 10.5 feet due torefusal on October 25, 2000.

t5

n

25

æ

E RECOVERY

40D RAD

G'*dDrstcN: BORING B.I

MATERIAL DESCRIPTIONH I N-VALUE

>tS I MoTSTURE CoNTENT. %

l0

n

25

35

o ¡ *no 50 -: REcovERy

Soft, dark brown SILT with trace clay;wet.

Medium st¡ff, l¡ght brown S|LTwithsome sand; moist.

Loose to medium dense, brown andlight brown SAND with trace to somesilt; moist.

Stiff, light brown, sandy SILT; moist.

Very dense, dark brown COBBLES ANDBOULDERS w¡th some sand and gravel,and trace silt; moist.


G*dDrstGNz

It¡Jo-

an

I ADDTTTONALO MOISTURE CONTENT, % I TESTING


!I

I

l

wet.Loose to medium dense, light brownSAND,with some silt; moist.

s¡lt lens ( 2-inches thick)

Very dense, dàrk gray and lightbrown, sandy GRAVEL with somecobbles and boulders, and trace silt;mo¡st.


t5

n

30

35

o ú *"o 50 [] REcovERY

&

BORING 8.4

DEPTH/FT MATERIAL DESCRIPTION TESTING

TP.1

MH Soft, dark brown SILT with trace clay; wet (16-inch thick heavily rooted zone).

Medium stiff, l¡ght brown SILT with some fìne sand; moistwith thin roots (< .os-inches thick) to 3.0 feet

Medium dense, light brown and brown SAND w¡th trace to some s¡lt; mo¡st.

Very dense, light brown and gray COBBLES AND EOULDERS w¡th some silt , sand and gravel; moist.

boulders up to 5 feet in diameter observed at 10.0 feet

Test p¡t completed at I 2.5 feet due to refusal on October 27 ,2000.Disturbed sample obtained at 5.0 feet.No groundwater seepage observed to the depth explored.No caving observed to the depth explored.

PP => 4.0 TSF

PP => 4.0 TSF

ML

SP

GP

TP.20

I

2

3

4

5

6

7

8

9

t0

¡t

12

l3

l4

l5

ETEST PIT LOCS

MILCARD-2 NOVEMBER 2OOO FICURE A-5

0

I

2

3

4

5

6

7

8

9

l0

ll12

l3

t4

l5

MH Soft, dark brown SILT w¡th trace clay; wet (l s-inch thick heavily rooted zone).

Medium stiff, dark brown SILT with trace sand; wet.

Medium dense, light brown and brown SAND w¡th trace to some silt; mo¡st.

Very dense, dark gray COBBLES AND BOULDERS w¡th some silt, sand and gravel; moist.boulders up to 4.5 feet in diameter observed at I l 5 feet

Test pit completed at I 3.0 feet due to refusal on October 27 ,2000.Disturbed samples obtained at 1.5, 4.0 and 12.0 feet.No groundwater seepage observed to the depth explored.No caving observed to the depth explored.

PZOO =21%

ML

SP

GP


TP-30

I

2

3

4

5

6

7

8

9

t0

ilt2

l3

t4

t5

r6

17

r8

l9

20

21

22

23

24

25

MH Soft, dark brown SILT with trace clay; wet (l 2-inch thick heavily rooted zone).

Medium stiff, light brown SILT with trace to some sand; wet.

Medium dense, brown and light brown, silty SAND; moist.

Medium dense, brown and light brown SAND with trace to some silt; wet.

Very dense, brown and gray COBBLES AND BOULDERS with some sand and gravel; moist'

boulders up to 7 feet in diameter observed at I 1.0 feet

Dense, dark gray, sandy GRAVEL with some cobbles and occasional boulders; moist.

Test pit completed at I 8.0 feet on October 27,2000.No groundwater seepage observed to the depth explored.Minor caving observed from 0.0 to 10.0 feet.

CBRModifìed proctorML

SM

SP

GP

GP

ETEST PIT LOGS

MILCARD.2 NOVEMBER 2OOO FIGURE A-6


TP-4

MH Soft, dark brown SILT with trace clay; moist (l 2-inch thick heavily rooted zone).

Medium st¡ff, l¡ght brown SILT with trace to some sand; wet.

Medium dense, brown and light brown SAND with trace to some silt; moist.

Dense, brown SAND w¡th trace silt and occasional cobbles; moist.lightly cemented sand lenses observed from 13.0 to 14.0 feet

boulder encountered at I 6.0 feet

Test pit completed at ¡ 6.0 feet due to refusal on October 27,2000.Disturbed sample obtained at ¡ 1.0 feet.No groundwater seepage observed to the depth explored.Minor caving observed at 4.0 feet.

ML

SP

SP

TEST PIT LOCS

MILGARD-z NOVEMBER 2OOO FICURE 4.7

0

I

2

3

4

5

6

7

8

9

l0

llt2

l3

14

l5

r6

t7

l8

r9

20

2l

22

23

24

25

St¡ff to med¡um stiff, dark brown SILT with trace clay; moist (l 2'inch thick heavily rooted zone).

Medium stiff, l¡ght brown SILT with trace sand; moist.

Medium dense, light brown, silty SAND; moist.

Medium dense, brown and light brown SAND with trace to some silt; moist.

Medium dense, light brown, silty fìne SAND; mo¡st.

Very dense, brown and gray COBBLES AND BOULDERS w¡th some gravel and sand; moist.Test p¡t completed at I 4.5 feet on October 27 ,2OOO.Disturbed samples obta¡ned at 2.0, 4.0 and 12.5 feet.No groundwater seepage or caving observed to the depth explored'


TP-50

I

2

3

4

5

6

7

I9

t0

ll12

l3

14

l5

ETEST PIT LOCS

MILCARD.2 NOVEMBER 2OOO FICURE A.8


TP.60

I

2

3

4

5

6

8

9

t0

ll12

l3

14

t5

r6

17

t8

l9

20

21

22

23

24

25

MH Soft, dark brown SILT with trace clay; moist (14-inch thick heavily rooted zone).

Medium stiff, l¡ght brown SILT w¡th trace to some sand; moist.

Medium dense, light brown, silty SAND; mo¡st.

Medium dense, brown and light brown SAND with trace to some s¡lt; moist.

Very dense, brown and gray COBBLES AND BOULDERS w¡th some sand and gravel and trace s¡lt;moist.

boulders up to 5 feet in diameter observed at 12.5 feet

Test p¡t completed at I 7.0 feet due to refusal on October 27 ,2000.Disturbed samples obtained at 4.0 and 15.0 feet.No groundwater seepage observed to the depth explored.Minor cav¡ng observed at 0.0 to 4.0 feet.

W =21%

ML

SM

SP

GP

ETEST PIT LOCS

MILCARD-2 NOVEMBER 2OOO FICURE 4.9


TP-70

I

2

3

4

5

6

7

8

9

l0

lt12

t3

t4

l5

r6

17

r8

r9

20

21

22

23

24

25

MH Soft, dark brown SILT with trace clay: moist (l 2-inch thick heavily rooted

Medium stiff, light brown SILT with trace to some sand; moist.

zone).

Medium dense, brown and light brown, silty SAND; mo¡st.

Medium dense, brown and light brown SAND; moist.

with trace to some silt at 14.5 feet

Very dense, brown and gray COBBLES AND BOULDERS with some sand; moist.

Test p¡t completed at I 5.5 feet due to refusal on October 27 ,2000.Disturbed sample obtained at I 1.0 feet.No groundwater seepage observed to the depth explored.No caving observed to the depth explored.

ML

SM

SP

GP

TEST PIT LOCS

MILCARD-2 NOVEMBER 2OOO FICURE A.I O

- 0.04LJza,/lL¡J-Uzzaú.t; 0'06

PRESSURE (PSF)

ECONSOLIDATION TEST

MILCARD-2 NOVEMBER 2OOO FICURE A-I I

KEYEXPLORATION

NUMBER

SAMPLEDEPTH (FT)

MOISTURE

CoNTENT (%)

DRY DENSITY(PCF)

SOIL DESCRIPTION

-+ B-4 3 28 9l Loose to medium dense, light brownSAND with some silt; moist. (SP)

8XUJoz.q-tttJ

80

70

60

50

40

30

20

l0

0

KEYEXPLORATION

NUMBERSAMPLE

DEPTH (FT)MOISTURE

CONTENT (/o)LIQUID

LIMIT (Zo)

PLASTICITYINDEX (%) SOIL DESCRIPTION

a B-3 2.5 27.3 49 22 Stiff, light brown SILT; moist. (ML)

ATTERBERG LIMITS TEST RESULTS

MILGARD.2 NOVEMBER 2OOO FIGURE A.I2

âU)È

ff aoolrJÉFU)

Ti

oli

KEYEXPLORATION

NUMBERSAMPLE

DEPTH Fr)

MOISTURE

CoNTENT (%)

DRY DENSITY

(PCF)SOIL DESCRIPTION

Obottom

ItopTP-3 1.5 15.6 108

Medium stifi light brown S|LTwithtrace to some sand; wet. (ML)

CBR TEST RESULTS

MILGARD.2 NOVEMBER 2OOO FIGURE A-I3

120

ll0

r00l5

MOISTURE CONTENT (%)

MODIFIED PROCTOR TESTRESULTS

MILGARD.2 NOVEMBER 2OOO FICURE A-I4

¡J-UCL

t-õzl¡.1oÉ,o

2520¡0

t.

L

ZeroCurvr

'a/,

Voids|s (tvp .)

'l ''.lr I rt¡ I t.

)

1--

--T--

- - -¡- - -

-¡-

I

I

I

I

t---

KEYEXPLORATION

NUMBER

SAMPLEDEPTH (FT)

OPTIMUMMOISTURE (ä

MAXIMUMDENSTTY (PCF)

SOIL DESCRIPTION

a TP.3 1.5 r6 ll3 Medium stiff, light brown SILT withtrace to some sand; wet. (ML)

ACRONYMS

UrbanIDM-5-01:111915

ACRONYMS AC asphalt concrete ACP asphalt concrete pavement ASTM American Society for Testing and Materials BGS below ground surface CTB cement-treated base g gravitational acceleration (32.2 feet/second2) H:V horizontal to vertical IBC International Building Code MCE maximum considered earthquake MSL mean sea level 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 μm micrometer

report of geotechnical engineering...

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