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Report
1 G R J 9750 SW Nimbus Avenue OFFICE Cu Beaverton,OR 97008-7172 p 1503-641-3478 f 1503-OrPt n E COPY Pry I= 0�1 cT V��II��1t�..rrG `s (n(aO/O Rtve(ltryaceBlvd . RECEIVED February 20, 2020 5970-L GEOTECHNICAL RPT b 1202a Tigard-Tualatin School District wIIY OF TIGARD 6960 SW Sandburg Street 3UILDING DIVISION Tigard, OR 97223 Attention: Debbie Pearson/DAY CPM SUBJECT: Geotechnical Investigation Art Rutkin Elementary School—River Terrace Boulevard Extension 15727 SW Taylor Lane Tigard,OR As requested, GRI completed a geotechnical investigation for the proposed River Terrace Boulevard extension providing access to the new Art Rutkin Elementary School in Tigard, Oregon. The Vicinity Map, Figure 1, shows the general location of the site. The purpose of the investigation was to evaluate subsurface conditions at the site and develop geotechnical and pavement design recommendations for use in the design and construction of the proposed improvements. The investigation included a review of existing geotechnical information for the site and surrounding area, subsurface explorations, laboratory testing, and engineering analyses. This report describes the work accomplished and provides conclusions and recommendations for use in the design and construction of the proposed project. BACKGROUND INFORMATION GRI completed a geotechnical investigation for the new Art Rutkin School located immediately east of the proposed River Terrace Boulevard Extension. The results of our geotechnical investigation were provided to you in our April 19, 2019, report titled "Geotechnical Investigation and Site-Specific Seismic-Hazard Evaluation,Art Rutkin Elementary School, 15727 SW Taylor Lane, Portland, OR." A traffic impact analysis of the River Terrace Boulevard Extension was completed by Kittelson & Associates, Inc.,for the City of Tigard and Washington County Department of Land Use and Transportation. The results of the traffic impact analysis were summarized in an April 11, 2019, report titled "Art Rutkin Elementary School Traffic Impact Analysis." The traffic impact analysis was reviewed,and relevant information has been used for pavement design. PROJECT DESCRIPTION Our project understanding is based on our review of 60% Construction Documents(CD) prepared by KPFF, Inc.,the project civil engineer,and our discussions with the project team. We understand a new residential development will be constructed on a 39-acre site located adjacent to SW Roy Rodgers Road and northwest of the proposed new Art Rutkin Elementary School. The proposed development will include construction of River Terrace Boulevard, which provides access to the development from SW Roy Rodgers Road. River Terrace Boulevard will extend through the residential development to the Art Rutkin Elementary School property to provide access to the new school. I GEOTECHNICAL■PAVEMENT■GEOLOGICAL•ENVIRONMENTAL Since 1984 We understand the proposed River Terrace Boulevard Extension will be located along the western property boundary of the new Art Rutkin Elementary School. The road will consist of one lane in each direction with three entrance driveways to the new Art Rutkin Elementary School site. The total length of road included in the River Terrance Boulevard Extension project is about 900 ft. The road will extend about 250 ft from the new residential development through the southwestern corner of private property, to the northwest corner of the new school site, and about 650 ft along the western property boundary of the new school site. We understand the road will be paved with asphalt concrete(AC)and entrance driveways to the new school will be paved with portland cement concrete (PCC). The project will be designed in accordance with the City of Tigard design standards and the 1993 AASHTO Guide for Design of Pavement Structures (AASHTO Guide). Our review of the grading plans indicates the maximum height of cuts and fills to establish final road grades will be on the order of 5 ft or less. Information provided by KPFF indicates a new sanitary sewer and two new waterlines will be installed within the roadway, and the depth of the utilities will be on the order of 20 and 3 ft, respectively. SITE DESCRIPTION General The project alignment extends from the new residential development through the southwest corner of private property to reach the new Art Rutkin Elementary School site. The private property address is 15455 SW Finis Lane, Tigard, Oregon, and our discussions with the project team indicate the southwest corner of this property will be purchased to accommodate the new road. The project alignment is currently bordered on all sides by undeveloped property with a single-family residence and mature trees on the west and northeast. Our review of satellite imagery and observations while on site indicate the ground surface slopes downward from north to south across the proposed road alignment, with about 40 to 50 ft of elevation difference. Geology Published geologic mapping and our review of available subsurface information indicate the site is mantled with residual soils produced from the weathering of the underlying Columbia River Basalt (Mad in, 2004). These residual soils typically consist of brown to red-brown silt and clay soils of relatively high plasticity that exhibit relict structures of the weathered rock. The weathering profile of the basalt grades from residual soil to hard rock with increasing depth within a given flow. SUBSURFACE CONDITIONS I General Subsurface materials and conditions were investigated between October 17 and 18, 2019, with four hand- augered borings, designated B-1 through B-4, four Kessler dynamic cone penetrometer (KDCP) probes, designated KDCP-1 through KDCP-4, and two Wildcat dynamic cone penetrometer (DCPT) probes, designated DCPT-1 and DCPT-2. The borings were advanced to depths of about 7.5 to 15.5 ft, the KDCP probes to a depth of about 3 ft, and the DCPT probes to depths of about 6 to 9 ft below existing site grades. The approximate locations of the explorations completed for this investigation are shown on the Site Plan, Figure 2. Logs of the explorations are provided on Figures 1 A through 9A. The subsurface-exploration and laboratory-testing program completed for this investigation is discussed in Appendix A. The terms and symbols used to describe the materials encountered in the borings are defined in Tables 1A and 2A and on the attached legend. GRO 2 I ISubsurface information and laboratory testing completed by GRI for the new Art Rutkin Elementary School project were included in our review of existing data for this project. This included 13 borings advanced to Idepths of about 6.5 to 32 ft below existing site grades and six test-pit excavations advanced to depths of about 11.5 to 18.5 ft below existing site grades. A site plan and logs of the explorations are provided in Appendix B for reference. I Soils For the purpose of discussion, the materials disclosed by our investigation have been grouped into the Ifollowing categories based on their physical characteristics and engineering properties: 1. Silty CLAY to Clayey SILT(Residual Soil) 1 2. Silty SAND(Decomposed Basalt) 3. BASALT(Columbia River Basalt) IThe following paragraphs provide a description of the materials encountered in the explorations completed by GRI for this investigation and a discussion of the groundwater conditions at the site. I1. Silty CLAY to Clayey SILT (Residual Soil). Residual soil consisting of silty clay to clayey silt was encountered at the ground surface in all the borings. The residual soil is derived from the weathering of the underlying Columbia River Basalt and extends to depths of about 7 to 15 ft. In general, the soil is brown iwith varying degrees of gray and rust mottling and contains up to a trace of fine-grained sand and organics. Gravel-size fragments of decomposed basalt were encountered in the unit at a depth of about 12.5 ft in I exploration B-4. The relative consistency of the soil is soft to hard based on DCPT results and generally soft to medium stiff near the ground surface and stiff to hard with increased depth. The natural moisture content of the soil ranges from 16 to 37%. Atterberg-limits test results indicate the soil has a liquid limit of 27 to 43% land plasticity index of 3 to 17%, see Figure 10A. All the KDCP probes completed for this investigation were terminated in residual soil at a depth of about 3 I ft. 2. Silty SAND(Decomposed Basalt). Decomposed basalt in the form of silty sand was encountered beneath I residual soil in all the borings. Based on our experience in the site vicinity,the thickness of the decomposed basalt unit is variable, typically ranging from 1.5 to 7.5 ft thick, and typically extends to depths of about 10 to 17 ft. In general, the soil is green to gray with rust staining and contains fine-to coarse-grained sand and gravel-sized fragments of predominantly decomposed basalt. Green, white, pink, and red mineralization and relict rock structures are present throughout the unit. The natural moisture content of the silty sand ranges from 23 to 38%. Our experience in the site vicinity indicate this deposit usually contains gravel-to boulder-sized fragments of predominantly decomposed basalt, and the relative density is typically medium I dense to very dense. IAll the borings and DCPT probes completed for this investigation were terminated in decomposed basalt at depths of about 6 to 15.5 ft. 3. BASALT(Columbia River Basalt). Our experience in the site vicinity indicate extremely soft (RO) basalt of the Columbia River Basalt Group typically underlies residual soil or decomposed basalt at depths on the I G R 0 3 1 order of about 7.5 to 17 ft below existing site grades and extends to depths in excess of about 32 ft. The quality of basalt, as measured by the degree of hardness and weathering, is highly variable. The basalt has some vesicles and open joints with clay infilling, resulting in typical rock quality designations (RQD) of 0 to 10%. Typically,the basalt is gray and black or brown and predominantly decomposed to decomposed near the top of the unit and grades to slightly weathered with depth. Groundwater Groundwater seepage was not encountered at the time of hand auguring the borings. Our review of U.S. Geological Survey (USGS) groundwater data suggests the regional groundwater level at the site typically occurs at depth in the highly fractured, hard basalt that underlies the site (Snyder, 2008). However, our experience in the project vicinity indicates perched groundwater can occur in the residual soil and decomposed basalt that mantle the site, particularly following periods of intense or prolonged precipitation. CONCLUSIONS AND RECOMMENDATIONS General , Subsurface conditions disclosed by the explorations completed for this investigation are consistent with conditions encountered during previous investigations completed at the site. The explorations indicate the site is mantled with residual soil underlain by decomposed basalt produced by the weathering of the underlying Columbia River Basalt. Groundwater was not encountered at the time of exploration; however, we anticipate perched groundwater may approach the ground surface at the site during the wet winter months or following intense or prolonged precipitation. The primary geotechnical considerations associated with construction of the River Terrace Boulevard extension include the presence of fine-grained soils at the ground surface that are extremely sensitive to moisture content; the potential for shallow, perched groundwater conditions; the potential for sheeting surface water off the hillside;and the presence of shallow basalt exhibiting difficult excavation characteristics. The following sections of this report provide our conclusions and recommendations for use in the design and construction of the project. Earthwork • General. The fine-grained soils that mantle the site are sensitive to moisture,and perched groundwater may approach the ground surface during the wet winter months. Therefore, it is our opinion earthwork can be completed most economically during the dry summer months,typically extending from June to mid-October. It has been our experience that the moisture content of the upper few feet of the fine-grained soils will decrease during extended warm, dry weather. However, below this depth,the moisture content of the soil tends to remain relatively unchanged and well above the optimum moisture content for compaction. As a result,the contractor must use construction equipment and procedures that reduce disturbance and softening of the subgrade soils. To reduce the risk of disturbance of the moisture-sensitive fine-grained soils, site grading can be completed using track-mounted hydraulic excavators. The excavation should be finished using a smooth-edged bucket to produce a firm, undisturbed surface. It may also be necessary to construct granular haul roads and work pads concurrently with excavation to reduce subgrade disturbance. If the subgrade is disturbed during construction, soft, disturbed soils should be overexcavated to firm soil and backfilled with structural fill. CEO 4 I If construction occurs during wet-ground conditions, granular work pads will be required to protect the underlying fine-grained subgrade and provide a firm working surface for construction activities. In our opinion, a 12- to 18-in.-thick granular work pad should be sufficient to reduce subgrade disturbance by lighter construction equipment and limited traffic by dump trucks. Haul roads and other high-density traffic areas will require a minimum of 18 to 24 in. of fragmental rock, up to 6-in. nominal size, to reduce the risk of subgrade deterioration. The use of a geotextile fabric over the subgrade may reduce maintenance during construction. As an alternative to the use of a thickened section of crushed rock to support construction activities and protect the subgrade, the subgrade soils can be treated with cement. It has been our experience in this area that treating the subgrade soils to a depth of 12 to 14 in.with about a 6 to 8% admixture of cement overlain by 6 to 12 in. of crushed rock will support construction equipment and provide a good,all-weather working surface. Site Preparation. The ground surface within all paved areas, walkways, and areas to receive structural fill should be stripped of existing vegetation, surface organics, and loose surface soils. We anticipate stripping up to a depth of about 4 to 6 in. will likely be required; however, deeper grubbing may be required to remove brush and tree roots. All trees, brush,and surficial organic material should be removed from within the limits of the proposed improvements. Excavations required to remove brush and trees should be backfilled with structural fill. Organic strippings should be disposed of off site or stockpiled on site for use in landscaped areas. Following stripping or excavation to subgrade level,the exposed subgrade should be evaluated by a qualified member of GRI's geotechnical engineering staff or an engineering geologist. Proof rolling with a loaded dump truck may be part of this evaluation. Any soft areas or areas of unsuitable material disclosed by the evaluation should be overexcavated to firm material and backfilled with structural fill. Due to the presence of soft soils near the ground surface, it should be anticipated that some overexcavation of subgrade will be required. Site Grading. Final grading across the project should provide for positive drainage of surface water away from exposed slopes to reduce the potential for erosion. Prior to placing pavement base course aggregate, I. subgrade should be sloped to a minimum 0.5% slope to aid in drainage. Permanent cut and fill slopes should be no steeper than 2H:1V(Horizontal to Vertical)and should be protected with vegetation to reduce the risk of surface erosion due to rainfall. Seeps or springs that emerge on cut slopes may require drainage provisions depending on the actual conditions observed during construction. These provisions could include French drains, drainage blankets, and subdrains (possibly placed in utility trenches) to collect and remove water. 1 Excavation General. We estimate excavations on the order of up to 5 ft will be required to establish final site grades, and the depth of utility excavations may be on the order of 5 to 20 ft. The method of excavation and design of excavation support are the responsibility of the contractor and subject to applicable local,state,and federal safety regulations, including the current Occupational Safety and Health Administration (OSHA) excavation and trench safety standards. The means, methods,and sequencing of construction operations and site safety G ®0 5 1 are also the responsibility of the contractor. The information provided below is for the use of our client and should not be interpreted to mean we are assuming responsibility for the contractor's actions or site safety. Groundwater Management. Depending on the time of year the work is completed, perched groundwater may be encountered in the excavations. Groundwater seepage, running soil conditions, and unstable excavation sidewalls or excavation subgrades, if encountered during construction, will require dewatering of the excavation and sidewall support. The impact of these conditions can be reduced by completing excavations during the summer months, when perched groundwater levels are lowest, and by limiting the depths of the excavations. I We anticipate groundwater seepage, if encountered, can generally be controlled by pumping from sumps. To facilitate dewatering, it will be necessary to overexcavate the base of the excavation to permit installation of a granular working blanket. We estimate the required thickness of the granular working blanket will be on the order of 1 ft, or as required to maintain a stable excavation base. The actual required depth of overexcavation will depend on the conditions exposed in the excavations and the effectiveness of the contractor's dewatering efforts. The thickness of the granular blanket must be evaluated based on field observations during construction. We recommend the use of relatively clean,free-draining material,such as 2-to 4-in.-minus crushed rock, for this purpose. The use of a geotextile fabric over the excavation base will assist in subgrade stability and dewatering. Utility Excavations. In our opinion, there are three major considerations associated with design and construction of new utilities: 1) Provide stable excavation side slopes or support for trench sidewalls to minimize loss of I ground. 2) Provide a safe working environment during construction. 3) Minimize post-construction settlement of the utility and ground surface. 111 According to current OSHA regulations,the majority of the fine-grained soils encountered in the explorations may be classified as Type B. In our opinion,trenches less than 4 ft deep that do not encounter groundwater may be cut vertically and left unsupported during the normal construction sequence, assuming trenches are excavated and backfilled in the shortest possible sequence. Excavations more than 4 ft deep should be laterally supported or alternatively provided with side slopes of 1 H:1 V or flatter. In our opinion, adequate lateral support may be provided by common methods,such as the use of a trench shield or hydraulic shoring systems. Drainage pipes can be installed at the base of select trenches to help with site drainage and reduce the risk of perched groundwater or surface water inflow concentrating in the trench backfill during the wet season. The drainage pipe should consist of a 4-in.- diameter perforated PVC pipe wrapped in a non-woven geotextile and placed in the granular backfill near the bottom of the trench. A utility pipe in a typical cutoff trench detail is provided on Figure 3. The collected water should be discharged to approved stormwater inlets by solid, non-perforated piping. GImo 6 I Rock Excavation. We anticipate shallow basalt may be encountered in excavations completed for the new utility installation. The hardness, jointing, and weathering of the underlying basalt will be highly variable depending on location and depth. Based on our observation during excavation of test pits for the Art Rutkin Elementary School project, we anticipate it will be possible to complete excavation of zones of highly fractured or weathered basalt by ripping with a large bulldozer and/or a large track-mounted hydraulic excavator equipped with a rock bucket and rock teeth. However, it should be anticipated that some rock chipping, mechanical or chemical splitting, or blasting will be necessary to remove harder zones of less weathered and fractured rock, if encountered. Blasting may not be permitted at the site and should be discussed with the project team prior to considering this method. Project plans,specifications,and bid items should address the uncertainty associated with encountering basalt in excavations completed on site. At a minimum,we recommend the project bid items include a unit price per cubic yard of rock excavation. Structural Fill General. We anticipate minor amounts of structural fill may be required to achieve finished grades for the proposed improvements. In general, structural fills should consist of imported or on-site, organic-free soils and should extend a minimum horizontal distance of 1 ft beyond the limits of new pavements and hardscapes. Where fills are to be placed on existing slopes steeper than about 5H:1V, the area to be filled should be terraced or benched to provide a relatively level surface for fill placement. On-site, Fine-Grained Fill. The use of on-site,fine-grained soils for structural fill material is typically limited to the dry summer months, when the moisture content of these soils can be controlled to within about 3% of optimum. However, the natural moisture content of the on-site soils will probably exceed the optimum moisture content throughout the majority of the year; therefore, some aeration and drying will be required to meet the requirements for proper compaction. The required drying can best be accomplished by spreading the material in thin lifts and tilling. Drying rates are dependent on weather factors, such as wind, temperature, and relative humidity. Fine-grained soils used as structural fill should be placed in 8-in.-thick lifts (loose) and compacted with a segmented-pad or sheepsfoot roller to at least 95% of the maximum dry density as determined by ASTM International (ASTM) D698. If fine-grained soils are not compacted at a moisture content within about 3%of optimum,the specified density cannot be achieved,and the fill material will be relatively weak and possibly compressible. On-site, fine-grained soils and site strippings free of debris may be used as fill in non-structural landscaped areas. These materials should be placed at about 90% of the maximum dry density as determined by ASTM D698. The moisture contents of soils placed in landscaped areas are not as critical as the moisture contents of fill placed in building and pavement areas, provided construction equipment can effectively handle the materials. I Imported Granular Fill. During wet conditions, imported granular material would be most suitable for construction of structural fills. Granular material, such as sand, sandy gravel, or fragmental rock with a maximum size of up to 2 in.and less than 5% passing the No.200 sieve(washed analysis)would be suitable structural fill material. Granular fill should be placed in lifts and compacted with vibratory equipment to at least 95% of the maximum dry density determined in accordance with ASTM D698. Appropriate lift thicknesses will depend on the type of compaction equipment used. For example, if hand-operated vibratory plate equipment is used, lift thicknesses should be limited to 6 to 8 in. If smooth-drum,vibratory rollers are G Ral I used, lift thicknesses up to 12 in. are appropriate, and if backhoe-or excavator-mounted vibratory plates are 1 used, lift thicknesses of up to 2 ft may be acceptable. Cement-Amended Fill. As an alternative to importing granular fill, cement may be mixed with fine-grained soils to facilitate fill placement during wet conditions. The amount of cement required will depend on the moisture, clay,and organic contents of the soil and must be determined at the time of construction. Typical admixtures of 5 to 8% cement, based on the dry weight of the treated soil, have been successfully implemented in the project area. Cement treatment principally serves to hydrate excessive moisture and significantly improves the strength properties of a fine-grained subgrade or structural fill. Treatment is accomplished by spreading a measured quantity of cement onto the surface and tilling 12 to 16 in. into the subgrade or structural fill lift using specialized equipment. The treated soils are subsequently compacted with segmented-pad rollers and finished with graders and smooth, steel-drum vibratory rollers. Cement- treated soils are typically cured 3 to 5 days to maximize their strength gain prior to being trafficked by equipment or placement of granular base course. Utility Trench Backfill. All utility trench excavations within hardscape and pavement areas should be backfilled with relatively clean, granular material, such as sand, sandy gravel, or crushed rock of up to 1%-in. maximum size and having less than 5% passing the No.200 sieve (washed analysis). The bottom of the excavation should be thoroughly cleaned to remove loose materials and the utilities should be underlain by a minimum 6-in. thickness of bedding material. The granular backfill material should be compacted to at least 95% of the maximum dry density as determined by ASTM D698 in the upper 5 ft of the trench and 111 at least 92% of this density below a depth of 5 ft. The use of hoe-mounted vibratory-plate compactors is usually most efficient for this purpose. Flooding or jetting as a means of compacting the trench backfill should not be permitted. Pavement Design Following City of Tigard standards, the pavement design was completed in general accordance with the Washington County(County),Oregon Road Design and Construction Standards(Washington County,2011) and the 1993 AASHTO Guide for Design of Pavement Structures (AASHTO, 1993). Traffic Analysis. We anticipate the River Terrace Boulevard extension at the Art Rutkin Elementary School site will be subjected primarily to school-bus and automobile traffic, with occasional light-and heavy-truck traffic. Based on information provided in the traffic impact report from Kittelson & Associates, a total of 16 school buses will visit Art Rutkin Elementary School each school day. We also assume that these bus trips will occur on 5 days each week for 9 months of each year. Additionally, we assume delivery trucks (designated as light trucks)will utilize the roadway, on average,once per day 5 days per week for 9 months of each year,and garbage trucks(designated as heavy trucks)will utilize the roadway, on average, once per day 2 days per week for 9 months of each year. An annual compound growth rate of 2.0%was assumed for our traffic estimate based on the information provided in the traffic impact report. The traffic loading for a 20-year design period was estimated to be approximately 36,000 ESALs. The practical minimum design ESALs given in the 1993 AASHTO Guide for Design of Pavement Structures for a low-volume roadway is 50,000 ESALs, thus a design traffic level of 50,000 ESALs was used in our pavement design calculations. Subgrade Design Values. The design subgrade modulus for new construction was determined from analysis of results from four KDCP tests conducted at the site, as well as two resilient modulus (RM) tests conducted G Rp 8 I by a materials testing subcontractor. Details regarding the KDCP and RM testing methods are provided in Appendix A. Results of each RM test are shown in Tables 4A and 5A. We used a design subgrade modulus of 3,200 psi. Roadway Flexible Pavement Design. The new construction analysis was conducted using the parameters 1 given in Table 1 and the results are presented herein. Table 1: AASHTO DESIGN PARAMETERS FOR FLEXIBLE PAVEMENT I Design Parameters Parameter for Reconstruction Design Period,years 20 Traffic Loading Case,ESALs 50,000 Design Reliability Level 75% Initial Serviceability 4.2 Terminal Serviceability 2.5 Standard Deviation 0.49 Subgrade Modulus,psi 3,200 Asphalt Concrete Layer Coefficient 0.42 New Aggregate Base Layer Coefficient 0.10 New Aggregate Subbase Layer Coefficient 0.06 New Aggregate Base Resilient Modulus,psi 20,000 111 Aggregate Stabilization. Our recommendation for new construction utilizing aggregate stabilization was developed for the estimated 20-year traffic-loading condition. The design was developed using the Giroud and Han procedures (Giroud and Han, 2004) for geosynthetic reinforcement using geotextile stabilization above an undisturbed subgrade. A 4.0-in:thick layer of 1-in.-0 or 3/-in.-0 AB is recommended to provide a density-testable layer for verification that the stabilized subgrade will support compaction to 95% of AASHTO T 99 maximum dry density. A nonwoven geotextile material is recommended as a separation layer between the subgrade soils and aggregate subbase (ASB) to reduce the risk of the underlying subgrade soils contaminating the ASB and aggregate base (AB) layers, which is a low-cost assurance of subgrade and base-layer preservation. I I GRO 9 I Pavement Design Recommendations. Our pavement- design recommendation for the River Terrace Boulevard expansion at the Art Rutkin Elementary School site is provided below and detailed in Table 1 C in Appendix C. I New Construction • 3.0-in.-thick, Level 2, '/2-in. Dense AC Wearing Course, Performance Grade (PG) 64-22 (one lift) • 4.0-in.-thick, Level 2, '/-in. Dense AC Base Course, PG 64-22 (two lifts) • 10.0-in.-thick, 1-in.-0 or 3/4-in.-0 size AB • Subgrade stabilization (if warranted, see below for details) • Nonwoven Geotextile 1 • Undisturbed Subgrade Pavement Construction Considerations. It should be assumed that some maintenance will be required over the life of the pavement(15 to 20 years). The recommended pavement section is based on the assumption that pavement construction will be accomplished during the dry season and after construction of the other improvements is complete. During wet-weather or wet-ground conditions, it may be necessary to increase the thickness of the aggregate subbase or treat the subgrade with cement to support construction equipment and protect the moisture-sensitive subgrade soils from disturbance. A minimum recommendation for subgrade stabilization with ASB is provided below. Traffic should not be allowed on the new pavement before all lifts of the AC have been placed. Subgrade Stabilization 1 • 12.0-in.-thick, 11/2-in.-0-or 2-in.-0-size ASB For the above-indicated sections,drainage is an essential aspect of pavement performance. We recommend I all paved areas be provided positive drainage to remove surface water and water within the base course. This will be particularly important in cut sections or at low points within the paved areas, such as at catch basins. Effective methods to prevent saturation of the base-course materials include providing weepholes in the sidewalls of catch basins, subdrains in conjunction with utility excavations, and separate trench-drain systems. To ensure quality materials and construction practices,we recommend the pavement work conform to Oregon Department of Transportation (ODOT) standards. Provided the pavement section is installed in accordance with the recommendations provided above, it is our opinion the site-access areas will support infrequent traffic by an emergency vehicle having a gross vehicle weight (GVW) of up to 80,000 lbs. For the purposes of this evaluation, "infrequent" can be defined as once per month or less. Standard Specifications. Construction materials and procedures should comply with the applicable sections of the 2018 ODOT Oregon Standard Specifications for Construction given in Table 2. C� RO 10 Table 2: ODOT SPECIFICATIONS FOR CONSTRUCTION OF RIVER TERRACE BOULEVARD EXTENSION Materials/Activity Specification Standard Specification 00745. Lime or latex treatment of aggregate is not Asphalt Concrete New Construction required.Place the AC section using a minimum lift thickness of 2 in.and a maximum lift thickness of 3 in. Asphalt Binder Use Performance Grade(PG)64-22 Asphalt Binder in Level 2. Aggregate Base Standard Specification 00641 (3/4"-0 or 1"-0). Standard Specification 002630,except the aggregate should be angular Aggregate Subbase and contain no more than 5%passing the No.200 sieve based on a wet sieve test. Geotextile Standard Specification 00350. DESIGN REVIEW AND CONSTRUCTION SERVICES We welcome the opportunity to review and discuss construction plans and specifications for this project as they are being developed. In addition,GRI should be retained to review all geotechnical-related portions of the plans and specifications to evaluate whether they are in conformance with the recommendations provided in our report. To observe compliance with the intent of our recommendations,the design concepts, and the plans and specifications, we are of the opinion that all construction operations dealing with earthwork and foundations should be observed by a GRI representative. Our construction-phase services will allow for timely design changes if site conditions are encountered that are different from those described in our report. If we do not have the opportunity to confirm our interpretations, assumptions, and analyses during construction, we cannot be responsible for the application of our recommendations to subsurface conditions different from those described in this report. LIMITATIONS This report has been prepared to aid the architect and engineer in the design of this project. The scope is limited to the specific project and location described herein, and our description of the project represents our understanding of the significant aspects of the project relevant to the design and construction of the proposed improvements. In the event any changes in the design and location of the project elements as outlined in this report are planned, we should be given the opportunity to review the changes and modify or reaffirm the conclusions and recommendations of this report in writing. The conclusions and recommendations submitted in this report are based on the data obtained from the explorations made at the locations indicated on Figure 2 and other sources of information discussed in this report. In the performance of subsurface investigations,specific information is obtained at specific locations at specific times. However, it is acknowledged that variations in soil conditions may exist between exploration locations. This report does not reflect any variations that may occur between these explorations. The nature and extent of variation may not become evident until construction. If during construction, subsurface conditions differ from those encountered in the explorations, we should be advised at once so that we can observe and review these conditions and reconsider our recommendations where necessary. Please contact the undersigned if you have any questions. GRQ 1 Submitted for GRI, Q,,t0 PROpE 44,4 18281 '➢ 1' N d--tinck2-4-• ssLEysoao Renews 06/2020 A. Wesley Spang, PhD, PE, GE Lindsi Hammond, PE Nicholas M. Hatch, PE Principal Associate Senior Engineer This document has been submitted electronically. References Madin,I. P.,2004,Preliminary digital geologic compilation map of the greater Portland urban area,Oregon:Oregon Department of ' Geology and Mineral Industries,Open-File Report 0-04-02,scale 1:24,000. Snyder, D. T., 2008, Estimated depth to ground water and configuration of the water table in the Portland, Oregon area: U.S. Geological Survey Scientific Investigations Report 2008-5059,40 p. 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USGS TOPOGRAPHIC MAP BEAVERTON,OREG.(2017) I I0 1/2 1 MILE I G T K A TIARTGARD-TURUTKINALATINELEMENTAR SCHOOL DISTRICT I Y SCHOOL RIVER TERRACE BOULEVARD EXTENSION I VICINITY MAP FEB.2020 JOB NO.5970-L FIG. 1 v III 1 \ T IIIIII' III 1 R mzm. MULTI—MODAL PATH ALIGNMENT _ I IU L t16]6' , R KOJ n3]".6'IB' RYW I / I R Bi.W' L ILTI' L11.03' / L 55.6,' _ A 163C39' A T6'43OY �� 1 e 36'19'16' R HpJ I -- 0 1 6,00 , _ _ 7.00 -___ ' _ -- 5�.. NCO --V—L L_-I- (- o xM 5 w _ Jfx, i KDCP3 m DC�-1E - 3,66.],PI n �` B-4 KDCP 4 ' ]1 B•2lKDCP-1 B-31KDBr55 ' 9 o 0o B ,69 DCPT 2 R Bea >vTw a11oo �_ P� L 392 _ n l9'GI'36 WP,] / R'—_-:- + CP-� `O16 C0'E t3Tro es.3B' —i— _BrFO n�. El w6_ x1]Rx8 Pi' \ t0.99' i]i 1j\ TOO iO 8 lsoifibo' "' \ `RIVER TERRACE NME INTERIM f 1 �,{ w+1 `` CENTERLINE ALIGNMENT tl]� �/ R 33900' 5015%'E Per RNA-TERRACE BLW INTERN-CI R 3I5.00 tM3A69 /� L a9zxs' ^xxe.w RIVER TERRACE BLVD FUNRE ycP 0,45,0• S6YJ'3x' R�zB]lz9s CENTERLINE ALIGNMENT 703xr41 / aO POR G W RVER-IEPPACE-BLNI-INTERN-CL / 6' E 30319950 E JO]I9990 // f-W Iw1ER5E9-It / t - (xlRIE-I0907C--BWV-TUT/RE C= 1Ok55.36(RIVER-TERRACE-BLVO-fLNRE-CL) E IAC6HI 50 \ E A3199.i0 8 12I S BORING COMPLETED BY GRI0 (OCTOBER 17.18,2019) • WILDCAT DYNAMIC CONE PENETRATION TEST COMPLETED BY CRI (OCTOBER 17-18,2019) 0 120 240 FT Ili BORING AND KESSLER DYNAMIC CONE PENETROMETER COMPLETED BY GRI (OCTOBER 17-18,2019) TIGARD-TUALATIN SCHOOL DISTRICT A KESSLER DYNAMIC CONE PENETRATION TEST COMPLETED BY GRI ► * R ART RUTKIN ELEMENTARY SCHOOL (OCTOBER 17-18,2019) �J t` RIVER TERRACE BOULEVARD EXTENSION SITE PLAN FROM FILE BY BORA ARCHITECTS,INC.(OCTOBER,2019) SITE PLAN we as NW ale MO INN mil imir ION Eel IMO all. oriEB.2 MINI jO 970-ii. Imo FIGin I I I I I I NON-WOVEN GEOTEXTILE FABRIC GRANULAR MATERIAL(2 IN.MAX.)WITH LESS THAN 5°lo PASSING THE NO.200 SIEVE(WASHED ANALYSIS) UTILITY PIPE MAY BE PLACED IN .yl;vit.11•P.4; CUTOFF TRENCH A•• e.•• e• 40 • • „ —6 IN.(MIN.) '.NFL At. 4-N.-DIAMETER PERFORATED DRAIN PIPE, SLOPE TO DRAIN I I ITIGARD-TUALATIN SCHOOL DISTRICT GART RUTKIN ELEMENTARY SCHOOL RIVER TERRACE BOULEVARD EXTENSION CUTOFF TRENCH t DRAINAGE DETAIL FE6.2020 JOB NO.5970-L FIG.3 I I APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING FIELD EXPLORATIONS Subsurface materials and conditions were investigated between October 17 and 18, 2019, with four hand- augered borings, designated B-1 through B-4, four Kessler dynamic cone penetrometer (KDCP) probes, designated KDCP-1 through KDCP-4, and two Wildcat dynamic cone penetrometer (DCPT) probes, designated DCPT-1 and DCPT-2. The approximate locations of the explorations completed for this investigation are shown on the Site Plan, Figure 2. Logs of the explorations are provided on Figures 1A through 9A. The field exploration work was coordinated and documented by an experienced member of GRI's geotechnical engineering staff,who maintained a log of the materials and conditions disclosed during the course of work. Hand-Augered Borings Four hand-augered borings, designated B-1 through B-4, were completed to depths of about 7.5 to 15.5 ft below the ground surface. The borings were completed using a 4-in.-diameter hand auger provided and operated by GRI. Disturbed soil samples were obtained from the hand-augered boreholes at about 2.5-ft intervals of depth. Samples obtained from the hand-augered borings were examined in the field,and select portions were saved in plastic jars for further examination and physical testing in our laboratory. 1 Logs of the hand-augered borings are provided on Figures 1A through 4A. Each log presents a descriptive summary of the various types of materials encountered in the hand-augered boring and notes the depths at which the materials and/or characteristics of the materials change. To the right of the descriptive summary, the numbers and types of samples taken are indicated. Farther to the right, the natural moisture content values are shown graphically along with Atterberg limits and fines contents, where applicable. The terms and symbols used to describe the materials encountered in the hand-augered borings are defined in Tables 1A and 2A and the attached legend. Wildcat Dynamic Cone Penetration Tests Two DCPT probes, designated DCPT-1 and DCPT-2, were advanced to depths of about 6 to 9 ft below the ground surface. The DCPT probes were completed using the Wildcat cone penetrometer manufactured by Triggs Technologies, Inc. The DCPT sounding consists of driving a 1.4-in.-diameter cone with a 35-lb weight falling 15 in. The number of blows required to drive the cone 10 cm (approximately 4 in.) is recorded and the blow counts are correlated empirically to the consistency of the underlying soils. DCPT results are summarized on Figure 5A. Kessler Dynamic Cone Penetration Tests Four KDCP probes,designated KDCP-1 through KDCP-4,were completed to a depth of about 3 ft below the ground surface. The KDCP probes were completed using a Kessler DCP manufactured by KSE Testing Equipment. The KDCP tests were completed in accordance with ASTM International (ASTM) D6951 by 111 driving a 0.625-in.-diameter steel rod with a cone tip into the soil using a 10.1-or 17.6-lb sliding hammer dropped a fixed height of 22.6 in. The number of blows required to drive the probe approximately 5 cm (2 G ftD A , in.)was recorded to depths ranging from 898 to 1,000 mm (2.9 to 3.3 ft). The KDCP blow counts were used to estimate a California bearing ratio (CBR) value for the in-situ subgrade. Logs of the KDCP probes are provided on Figures 6A through 9A. 1 LABORATORY TESTING General The samples obtained from the borings were examined in our laboratory,where the physical characteristics of the samples were noted and the field classifications modified where necessary. At the time of classification, the natural moisture content of each sample was determined. Additional testing included1 Atterberg limits and grain-size analyses. A summary of the laboratory-test results is provided in Table 3A. The following sections describe the testing program in more detail. Natural Moisture Content Natural moisture content determinations were made in conformance with ASTM International (ASTM) D2216. The results are summarized on Figures 1A through 4A and in Table 3A. Atterberg Limits Atterberg limits testing was performed on two samples of residual soil in conformance with ASTM D4318. The test results are summarized on the Plasticity Chart, Figure 10A, Figures 2A and 3A, and in Table 3A. Grain-Size Analysis I Washed-Sieve Method. To assist in classification of the soils, samples of known dry weight were washed over a No. 200 sieve. The material retained on the sieve was oven- dried and weighed. The percentage of material passing the No. 200 sieve was then calculated. The results are summarized on Figures 1A and 2A and in Table 3A. Moisture-Density Testing 1 Compaction testing was performed on two composite samples of soil obtained from boring locations B-2 and B-4 to evaluate the moisture- density relationships of the compacted soils. The compaction tests were completed in general conformance to ASTM D698 using a 4-in.-inside-diameter mold. The results for each proctor are summarized in a curve of the moisture-density relationship provided on Figures 11A and 12A and in Table 3A. I Resilient Modulus Testing Resilient modulus testing was performed on two samples at boring locations B-2 and B-4. Tests were performed in accordance with AASHTO T307 at 95°/° of the maximum dry density and 2% above the optimum moisture content, based on information obtained from the moisture-density testing. The test results are summarized on Figures 13A and 14A and in Tables 4A and 5A. I 1 I G R u A2 I ITable 1A IGUIDELINES FOR CLASSIFICATION OF SOIL 1 1 Description of Relative Density for Granular Soil I Standard Penetration Resistance Relative Density (N-values), blows per ft 1 very loose 0-4 loose 4-10 medium dense 10-30 I dense 30-50 very dense over 50 IDescription of Consistency for Fine-Grained(Cohesive)Soils Standard Penetration Torvane or I Resistance(N-values), Undrained Shear Consistency blows per ft Strength,tsf very soft 0-2 less than 0.125 I soft 2-4 0.125-0.25 medium stiff 4-8 0.25-0.50 stiff 8-15 0.50- 1.0 very stiff 15-30 1.0-2.0 hard over 30 over 2.0 iGrain-Size Classification Modifier for Subclassification Boulders: Primary Constituent Primary Constituent I >12 in. SAND or GRAVEL SILT or CLAY Cobbles: Adjective Percentage of Other Material(by weight) 3- 12 in. trace: 5- 15 (sand,gravel) 5- 15 (sand,gravel) IGravel: some: 15-30(sand,gravel) 15-30 (sand,gravel) �/4 3/4 in. (fine) sandy,gravelly: 30-50(sand,gravel) 30-50(sand, gravel) 3/4-3 in. (coarse) I Sand: trace: <5 (silt,clay) No.200-No.40 sieve(fine) Relationship of clay and No.40- No. 10 sieve(medium) some: 5-12 (silt,clay) silt determined by No. 10- No.4 sieve(coarse) silty, clayey: 12-50(silt,clay) plasticity index test Silt/Clay: pass No. 200 sieve I I I GIRO I Table 2A 1 GUIDELINES FOR CLASSIFICATION OF ROCK Relative Rock Weathering Scale Term Field Identification I Fresh Crystals are bright. Discontinuities may show some minor surface staining. No discoloration in rock fabric. Slightly Rock mass is generally fresh. Discontinuities are stained and may contain clay. Some discoloration in rock Weathered fabric. Decomposition extends up to 1 in. into rock. Moderately Rock mass is decomposed 50%or less. Significant portions of rock show discoloration and weathering Weathered effects. Crystals are dull and show visible chemical alteration. Discontinuities are stained and may contain secondary mineral deposits. Predominantly Rock mass is more than 50%decomposed. Rock can be excavated with geologist's pick. All Decomposed discontinuities exhibit secondary mineralization. Complete discoloration of rock fabric. Surface of core is friable and usually pitted due to washing out of highly altered minerals by drilling water. Decomposed Rock mass is completely decomposed. Original rock"fabric"may be evident. May be reduced to soil with hand pressure. Relative Rock Hardness Scale Hardness Approximate Unconfined Term Designation Field Identification Compressive Strength Extremely RO Can be indented with difficulty by thumbnail. May be < 100 psi Soft moldable or friable with finger pressure. Very R1 Crumbles under firm blows with point of a geology pick. 100-1,000 psi Soft Can be peeled by a pocket knife and scratched with fingernail. Soft R2 Can be peeled by a pocket knife with difficulty. Cannot be 1,000-4,000 psi scratched with fingernail. Shallow indentation made by firm blow of geology pick. Medium R3 Can be scratched by knife or pick. Specimen can be 4,000-8,000 psi Hard fractured with a single firm blow of hammer/geology pick. Hard R4 Can be scratched with knife or pick only with difficulty. 8,000-16,000 psi Several hard hammer blows required to fracture specimen. Very R5 Cannot be scratched by knife or sharp pick. Specimen > 16,000 psi Hard requires many blows of hammer to fracture or chip. Hammer rebounds after impact. RQD and Rock Quality Relation of RQD and Rock Quality Terminology for Planar Surface RQD(Rock Description of Bedding Joints and Fractures Spacing Quality Designation),% Rock Quality Laminated Very Close < 2 in. 0-25 Very Poor Thin Close 2 in.—12 in. 25-50 Poor Medium Moderately Close 12 in.—36 in. 50-75 Fair Thick Wide 36 in.—10 ft 75-90 Good Massive Very Wide > 10 ft 90-100 Excellent I INED III I Table 3A ISUMMARY OF LABORATORY RESULTS I/ Sample Information Atterberg Limits Moisture Dry Unit Liquid Plasticity Fines I Location Sample Depth,ft Elevation,ft Content, % Weight,pcf Limit, % Index, % Content, % Soil Type B-1 S-1 2.5 18 Silty CLAY S-2 5.0 — 24 — — — — Silty CLAY I S-3 7.0 — 28 - _ _ — Silty SAND B-2 S-1 2.5 16 Silty CLAY RMT-1 3.0 — 18 — 41 14 — Silty CLAY I S-2 5.0 27 — — — — Silty CLAY S-3 7.5 29 — — — Silty CLAY S-4 8.5 — 38 — — — — Silty SAND IB-3 S-1 2.5 — 23 — 43 17 — Silty CLAY S-2 5.0 — 27 — — — — Silty CLAY S-3 7.5 = 31 = — — — Silty CLAY I S-4 8.0 23 Silty SAND B-4 RMT-2 1.0 — 12 — 27 3 — Silty CLAY S-1 2.5 — 17 — _ _ — Silty CLAY S-2 5.0 25 Silty CLAY S-3 7.5 — 30 — — — — Silty CLAY I S-4 10.0 - 37 — _ _ — Silty CLAY S-5 12.5 33 Silty CLAY S-6 14.5 — 32 — — - — Silty CLAY IS-7 15.0 — 31 — — — — Silty SAND I i I I I I I iG 1 `h Page 1 of 1 • • . ar MOO NB all allil MI IMO NMI INN aIIII aas all r OM aka Mill IMO Table 4A-TRIAXIAL RESILIENT MODULUS RESULTS B-2 TRIAXIAL RESILIENT MODULUS WORKSHEET Project: River Terrace Boulevard Height, in. 5.60 Project No. 5970-L Diameter,in. 2.90 Date: 11/12/2019 Gage Length,in. Sample ID: B-2 Wet Weight,gms 1135.69 AASHTO T 307 M,Equation Tested By: Boudreau Engineering Dry Weight,gms 923.33 k2k Sample Classification: SILT,trace to some clayWater Content,% 23.0% (p-) s p P D Density, " Mr = klpa ( G ,i) to, __1,,=1 V��61-Q2)Z + (Q1 -63)2 + (aZ -as)2] Dry ty,pcf 95.1 a a 3 Stress Data P, = 14.7 psi Octahedral Stress Confining Deviator Stress Resilient Sequence Static Load Stress(Si), Stress Bulk (triaxial Modulus, log Regression No. Strain Stress,psi psi (Sr),psi Stress,psi case),psi psi log E log(0/P,,) (r/P,+11 Parameters 1 1.80E-04 0.2 6.0 1.8 20.0 0.9 10,006 4.000 0.134 0.027 2 4.10E-04 0.4 6.0 3.6 22.0 1.9 8,757 3.942 0.175 0.052 3 6.90E-04 0.6 6.0 5.2 23.8 2.7 7,583 3.880 0.209 0.074 4 1.00E-03 0.8 6.0 6.8 25.6 3.6 6,837 3.835 0.241 0.095 k, = 751 5 1.32E-03 0.9 6.0 8.5 27.4 4.4 6,417 3.807 0.270 0.114 K2 = 0.2862 6 1.90E-04 0.3 4.0 1.8 14.1 1.0 9,214 3.964 -0.018 0.028 K3 = -2.886 7 4.40E-04 0.4 4.0 3.5 15.9 1.8 7,921 3.899 0.034 0.051 R2 = 0.979 _8 7.30E-04 0.6 4.0 5.1 17.7 2.7 7,032 3.847 0.081 0.073 9 1.05E-03 0.8 4.0 6.7 19.5 3.5 6,387 3.805 0.123 0.094 10 1.41E-03 0.9 4.0 8.4 21.3 4.4 5,970 3.776 0.161 0.113 M,@ 6 psi deviator stress 11 2.20E-04 0.3 2.0 1.8 8.1 1.0 8,138 3.911 -0.259 0.028 &6 psi confining pressure 1./2 12 4.90E-04 0.4 2.0 3.4 9.8 1.8 6,941 3.841 -0.176 0.050 s 2.828 T = as 3 for triaxial 13 8.10E-04 0.6 2.0 5.0 11.6 2.6 6,200 3.792 -0.103 0.072 0 18 14 1.17E-03 0.7 2.0 6.6 13.3 3.4 5,641 3.751 -0.043 0.091 M,= 6,885 15 1.55E-03 0.9 2.0 8.3 15.2 4.3 5,322 3.726 0.015 0.112 Regression results K-0--c regression results -2.88646 0.2862 4.04276 0.12074 0.02434 0.00869 0.97944 0.01236 #N/A Rig Page 1 of 1 1111111 MB IIIII MI IIII - MI - S MI UN Mil All NM Ell NO OM MIN i Table 5A-TRIAXIAL RESILIENT MODULUS RESULTS B-4 TRIAXIAL RESILIENT MODULUS WORKSHEET Project: River Terrace Boulevard Height,in. 5.62 Project No. 5970-L Diameter,in. 2.90 Date: 11/12/2019 Gage Length,in. Sample ID: B-4 Wet Weight,gms 1171.62 AASHTO T 307 Mr Equation Tested By: Boudreau Engineering Dry Weight,gms 985.38 k k Sample Classification: SILT,trace to some clay Water Content, 18.9% t9 2 (TOCt a 1 2 2 ( 27 M,. = k1 Pa �- -+ 1 Toot =-� To -(72) + (01 -0-3) + 02 -Q3) 1 Dry Density,pcf 101.1 Pa Pa 3 Stress Data P. = 14.7 psi Octahedral Stress Confining Deviator Stress Resilient Sequence Static Load Stress(S3), Stress Bulk (triaxial Modulus, log Regression No. Strain Stress,psi psi (Sc),psi Stress,psi case),psi psi log E log(0/Pa) (t/P,+1) Parameters 1 2.00E-04 0.2 6.0 1.8 20.0 0.9 8,837 3.946 0.134 0.027 2 4.60E-04 0.4 6.0 3.5 21.9 1.8 7,580 3.880 0.173 0.051 3 7.50E-04 0.6 6.0 5.0 23.6 2.6 6,767 3.830 0.206 0.072 4 1.04E-03 0.8 6.0 6.7 25.5 3.5 6,500 3.813 0.239 0.094 k, = 582 5 1.32E-03 0.9 6.0 8.5 27.4 4.4 6,438 3.809 0.270 0.114 K2 = 0.5960 6 2.30E-04 0.3 4.0 1.7 14.0 0.9 7,482 3.874 -0.021 0.027 K3 - -2.807 7 5.30E-04 0.4 4.0 3.3 15.7 1.7 6,184 3.791 0.029 0.049 R2 = 0.914 8 8.70E-04 0.6 4.0 4.9 _ 17.5 2.6 5,655 3.752 0.076 0.071 9 1.20E-03 0.7 4.0 6.6 19.3 3.4 5,490 3.740 0.118 0.091 10 1.51E-03 0.9 4.0 8.3 21.2 4.3 5,482 3.739 0.159 0.112 Mr @ 6 psi deviator stress 11 2.80E-04 0.3 2.0 1.6 7.9 0.9 5,696 3.756 -0.270 0.026 &6 psi confining pressure �xf2 = Qfl 3 J'12 6.60E-04 0.4 2.0 3.1 9.5 1.6 4,623 3.665 -0.190 0.046 t 2.828 T for triaxial 13 1.07E-03 0.6 2.0 4.6 11.2 2.5 4,296 3.633 -0.118 0.067 0 18 14 1.45E-03 0.7 2.0 6.3 13.0 3.3 4,333 3.637 -0.053 0.088 M,- 3,206 15 1.79E-03 0.9 2.0 7.9 14.8 4.1 4,416 3.645 0.003 0.108 Regression results K-0-t regression results -2.80748 0.59595 3.93246 0.29919 0.05858 0.02097 0.91416 0.03012 #N/A G R.1g Page 1 of 1 IBORING AND TEST PIT LOG LEGEND tSOIL SYMBOLS SAMPLER SYMBOLS Symbol Typical Description Symbol Sampler Description 2.0-in. O.D. split-spoon sampler and Standard l`A LANDSCAPE MATERIALS Penetration Test with recovery (ASTM D1586) FILL I Shelby tube sampler with recovery (ASTM D1587) Qo GRAVEL; clean to some silt, clay, and sand 3.0-in. O.D. split-spoon sampler with recovery (ASTM D3550) I ,:0 til Sandy GRAVEL; clean to some silt and clay Grab Sample Silty GRAVEL; up to some clay and sand Rock core sample interval I 7. � f �� Clayey GRAVEL; up to some silt and sand , Sonic core sample interval RISAND; clean to some silt, clay, and gravel Geoprobe sample interval I 'v't Gravelly SAND; clean to some silt and clay d' INSTALLATION SYMBOLS ;:_.'-': Silty SAND; up to some clay and gravel Symbol Symbol Description Clayey SAND; up to some silt and gravel II Flush-mount monument set in concrete SILT; up to some clay, sand, and gravel Li Concrete,well casing shown where applicable I III Gravelly SILT; up to some clay and sand K'j applicable well casing shown where ppli able Sandy SILT; up to some clay and gravel ..::I Filter pack, machine-slotted well casing shown where applicable MI Clayey SILT; up to some sand and gravel I Grout,vibrating-wire transducer cable shown where applicable ' /7 CLAY; up to some silt, sand, and gravel ® Vibrating-wire pressure transducer IY Gravelly CLAY; up to some silt and sand I 1-in.-diameter solid PVC Sandy CLAY; up to some silt and gravel I 1-in.-diameter hand-slotted PVC I �/�� �I Silty CLAY; up to some sand and gravel i Grout, inclinometer casing shown where I.'= applicable PEAT FIELD MEASUREMENTS BEDROCK SYMBOLS Symbol Typical Description ° Symbol Typical Description a Groundwater level during drilling and date measured Groundwater level after drilling and date 1- +++ BASALT L measured FMUDSTONE Rock core recovery (%) ig W � SILTSTONE Rock quality designation (RQD, °/°) o SANDSTONE z SURFACE MATERIAL SYMBOLS W . I § Symbol Typical Description 0 0 1 ■ Asphalt concrete PAVEMENT I, ■ Portland cement concrete PAVEMENT < pV I, Z pa Crushed rock BASE COURSE i � I c CLASSIFICATION OF MATERIAL a • MOISTURE CONTENT,% LL LL z ❑ FINES CONTENT, _ _ _ �j LIQUID LIMIT,% COMMENTS AND I-- a 0- a a PLASTIC LIMIT,% ADDITIONAL TESTS Surface Elevation: Not Available "' co 0 50 100 Silty CLAY to clayey SILT,trace fineyrained sand,brown / mottled gray and rust,contains organics,4-in:thick heavily rooted zone at ground surface(Residual Soil) I —(/ --brown below 3 ft ® t I I 5 (/ S-2 ® 4 I / --red below 6 ft I I I ?Silty SAND,gray,relict rock structure,fine to coarse 7 0 I SO ,grained,contains gravel-sized fragments of predominantly 7.5 decomposed basalt(Decomposed Basalt) f (10/17/2019) I Auger refusal at 7.5 ft Groundwater not encountered T i I I — zz 111 ry 15 _ H 0 I ~ W H O w J W ! _ . Z 0 20 0 0.5 1.0 o • TORVANESHEARSTRENGTH,TSF Logged By: M.Rauthause Excavated by: GRI Equipment: Hand Auger 0 Date Started: 10/17/19 GPS Coordinates: Not Available I Note: See Legend for Explanation of Symbols GIRII BORING B-1 FEB.2020 JOB NO.5970-L FIG.1A I I CLASSIFICATION OF MATERIAL a • MOISTURE CONTENT,% 1-- of 1 z ❑ FINES CONTENT, LI_ a CI a a ��LIQUID LIMIT,% COMMENTS AND PLASTIC LIMIT,% ADDITIONAL TESTS o (9 Surface Elevation: Not Available o t4 N 0 50 100 iSilty CLAY to clayey SILT,trace fine-grained sand,brownI to red-brown mottled grayand rust,contains organics, 4-in:thick heavily rooted zone at ground surface (Residual Soil) 1 -,/ Rs-1 -111 l' I 1 5 S-2 II I I rI S-3 El :; Silty SAND,gray,relict rock structure,fine to coarse 8.0 \ % ,' grained,contains gravel-sized fragments of predominantly sd • :;: \decomposed basalt(Decomposed Basalt) 9.0 (10/17/2019) 10— Auger refusal at 9 ft Groundwater not encountered I I I N• 15 1 I- - I g 2 _ . . w F- a F I 0• - a w w o Iz - 20 0 0.5 1.0 ° • TORVANE SHEAR STRENGTH,TSF I 0 Logged By: M.Rauthause Excavated by: GRI Equipment: Hand Auger 0 Date Started: 10/17/19 GPS Coordinates: Not Available I Note: See Legend for Explanation of Symbols G RQ BORING B-2 I FEB.2020 JOB NO.5970-L FIG.2A I 1 I o CLASSIFICATION OF MATERIAL • a • MOISTURE CONTENT,% 1— - ❑ FINES CONTENT, LL U Z w w = f—U LIQUID LIMIT,% COMMENTS AND ci- a a PLASTIC LIMIT,% ADDITIONAL TESTS o Surface Elevation: Not Available ' 'I 0 50 too Silty CLAY to clayey SILT,trace fine-grained sand,brown mottled gray and rust,contains organics,4-in.-thick heavily rooted zone at ground surface(Residual Soil) I I 1 —� I 5- S2 I I 1 / 1 -� I I --red-brown at 7.5 ft y S3 , . Silty SAND,gray,relict rock structure,fine to coarse e.o s-a -grained,contains gravel-sized fragments of predominantly 8.5 I decomposed basalt(Decomposed Basalt) (10/17/2019) 10- Auger refusal at 8.5 ft IGroundwater not encountered I 1 15 1- 0 11 w _ 5 m w w a a I o_ - 0 7 > w J w II a 20 0 0.5 10 °o • TORVANE SHEAR STRENGTH,TSF' Logged By: M.Rauthause Excavated by: GRI Equipment: Hand Auger 0 Date Started: 10/17/19 GPS Coordinates: Not Available Note: See Legend for Explanation of Symbols ' G RD BORING B-3 1 FEB.2020 JOB NO.5970-L FIG.3A I o o CLASSIFICATION OF MATERIAL a • MOISTURE CONTENT, 1— — I-- z F- ❑ FINES CONTENT,% I _ I�-LIQUID LIMIT, LA 0 eL a.a. m a CO PLASTIC LIMIT,% ADDITIONAL TESTS Surface Elevation: Not Available �' COMMENTS AND 0 50 100 7 Silty CLAY t aclayey SILT,trace fine-grained sand,brown, I 4-in-thick heavily rooted zone at ground surface(Possibly / Reworked Residual Soil) i RMT2N • }I. I s.i H 4 I / I r Silty CLAY to clayey SILT,trace fine-grained sand,brown - a.o t mottled gray and rust(Residual Soil) II 1 5 52 III I I ® • I t - -// —red-brown to dark brown below 9 ft I I I 10-/ I--increased clay content below 11 ft --contains gravel-sized fragments of decomposed basalt I I at 12.5 ft S-5 H • 1 I --blocky structure at 14.5 ft s 5 1 zil 15 „„FS,— - 15.0 Silty SAND,gray with rust staining,relict rock structure, S-7 • fine to coarse grained,contains gravel-sized fragments of 15.5 o decomposed basalt(Decomposed Basalt) 5 (1 0/1 812 01 9) w — Auger refusal at 15.5 ft a Groundwater not encountered o o I 0 > u, J u, z I O• 20 0 0.5 t.0 o • TORVANE SHEAR STRENGTH,TSF o xILogged By: M.Rauthause Excavated by: GRI Equipment: Hand Auger a Date Started: 10/18/19 GPS Coordinates: Not Available I Note: See Legend for Explanation of Symbols G R I BORING B-4 I FEB.2020 JOB NO.5970-L FIG.4A I I 1 Dynamic Cone Penetration Test (DCPT) Resistance, blows/10 cm 0 10 20 30 40 50 60 70 80 0IIII II 11111 I177 IIIIH Ii1111II1IIII t ti— ` 1 A DCPT-1 I _ • A DCPT-2 i 2 3 1 4 A 1 aai o _ III 7 A A a 9 I 10 — I 0 I I I I I I I I I I I I I 11 I I I I I 11 [ LI I I I I I I 10 20 30 40 50 60 70 80 Dynamic Cone Penetration Test (DCPT) Resistance, blows/10 cm I I 1 I GRA I DYNAMIC CONE PENETRATION IFEB.2020 JOB NO. 5970-L FIG. 5A I I DCP TEST DATA / Project: Art Rutkin ES River Terrace Blvd Extension Date: 17-Oct-19 \ , Location: KDCP-1 -Performed—3'Below Esisting Grade Soil Description: Soil Type: 3 CH=1 CL=2 Other=3 J/ I No.of Accumulative Type of Blows Penetration Hammer CBR (min) D.1 1 to ' 0 48 1 D 3 97 1 2 122 1 2 150 1 2 0 1 , 2204 1 2 232 1 6 2 263 1 2 332 1 2 332 1 2 368 1 2 402 1 2 437 1 12 2 504 1 ' 2 504 1 2 536 1 2 574 1 2 611 1 I , 2 648 1 18 2 684 1 .E 1 2 716 1 .. 2 745 1 Q 2 792 1 I .. ' 2 792 1 2 817 1 24 2 839 1 2 879 1 2 897 1 2 918 1 — 3D 1 36 i I42 I GRA 1 DYNAMIC CONE PENETROMETER I FEB.2020 JOB NO. 5970-L FIG. 6A , I IDCP TEST DATA I Project:Location: Art Rutkin ES River Terrace Blvd Extension Date: Soil Description: 17-Oct-19 KDCP-2-Performed—2'Below Esisting Grade Soil Type: 3 CH=1 CL=2 Other=3 INo.of Accumulative Type of J Blows Penetration Hammer CBR I (mm) oli 1 to loc 0 651 2 105 1 2 132 1 2 159 1 I 2 185 1 2 209 1 2 234 1 6 2 260 1 I 2 284 1 2 309 1 2 340 1 2 372 1 2 411 1 12 II 2 456 1 2 505 1 1 529 1 1 549 1 I 2 584 1 2 621 1 18 2 857 1 2 690 1 2 724 1 Q L ' 2 756 1 0J 2 792 1 2 830 1 4 2 873 1 ' 2 913 1 30 - 36 I 42 I I G RU I DYNAMIC CONE PENETROMETER ' FEB.2020 JOB NO. 5970-L FIG. 7A I I DCP TEST DATA Project: Art Rutkin ES River Terrace Blvd Extension Date: 17-Oct-19 ' Location: KDCP-3-Performed—1'Below Esisting Grade Soil Description: Soil Type: 3 CH=1 CL=2 Other=3 No.of Accumulative Type of / Blows Penetration Hammer CBR (mm) 0., 1 10 Loa 0 78 1 e ' 1 167 1 217 1 248 1 1 275 1 1 292 2 315 1 6 2 336 1 3 368 1 _ 3 400 1 3 440 1 _ 3 485 1 3 542 1 12 L 2 586 1 ' 2 628 1 2 674 1 2 728 1 2 775 1 2 816 18 2 850 1 _ 2 880 1 L' 2 904 1 Q 2 925 1 v ' 0 _____ 24 I 30 36 42 1 1 GRp DYNAMIC CONE PENETROMETER 1 FEB.2020 JOB NO. 5970-L FIG. 8A , I I DCP TEST DATA / Project: Art Rutkin ES River Terrace Blvd Extension Date: 18-Oct-19 Location: KDCP-4-Performed—1'Below Esisting Grade Soil Description: Soil Type: 3 CH=1 CL=2 Other=3 INo.of Accumulative Type of Blows Penetration Hammer CBR I (mm) 0.1 1 10 100 0 69 1 0 1 120 1 154 1 2 200 1 I 2 240 _ 1 _ 2 269 1 I 2 300 1 6 I. 2 330 1 I 2 363 1 2 395 1 2 426 1 I? 2 455 1 2 484 1 12 I 2 514 1 2 544 1 2 578 1 2 812 1 I 2 647 1 2 687 1 8 2 729 1 = 2 775 1 t 1 799 1 Q 1 826 1 el 1 860 1 1 893 1 24 • 1 917 1 1 943 1 I 7 30 - I 36 I 42 I G R 0 I DYNAMIC CONE PENETROMETER ' FEB.2020 JOB NO. 5970-L FIG. 9A GROUP UNIFIED SOIL CLASSIFICATION GROUP UNIFIED SOIL CLASSIFICATION I SYMBOL FINE-GRAINED SOIL GROUPS SYMBOL FINE-GRAINED SOIL GROUPS ORGANIC SILTS AND ORGANIC SILTY ORGANIC CLAYS OF MEDIUM TO HIGH OL CLAYS OF LOW PLASTICITY OH PLASTICITY,ORGANIC SILTS INORGANIC CLAYEY SILTS TO VERY FINE I ML SANDS OF SLIGHT PLASTICITY MH INORGANIC SILTS AND CLAYEY SILT INORGANIC CLAYS OF LOW TO MEDIUM INORGANIC CLAYS OF HIGH PLASTICITY CL PLASTICITY CH 60 ' 50 CH I I 40 0 x Z H 30 CL I Q J d 20 I • MH or OH 10 i CL-ML V • MLorOL I o I 0 10 20 30 40 50 60 70 80 90 100 LIQUID LIMIT, % I Location Sample Depth,ft Classification LL PL PI MC, % I Silty CLAY to clayey SILT,trace sand, brown to • B 2 RMT-1 3.0 red-brown mottled gray and rust(Residual Soil) 41 27 14 18 OE B-3 5-1 2.5 Silty CLAY to clayey SILT,trace sand, brown 43 26 17 23 I omottled gray and rust(Residual Soil) 0 w A B-4 RMT-2 1.0 Silty CLAY to clayey SILT,trace sand, brown 27 24 3 12 I w (Possibly Reworked Residual Soil) r a H a o Fe I L7 w 0 a a cc W GRD I a U F PLASTICITY CHART ' W w FFB. 2020 JOB NO. 5970-L FIG. 10A 1 I 135 130 Sample ID B-2, RMT-1 I Sample Classification Silty CLAY to clayey SILT,trace sand, brown to red-brown mottled 125 gray and rust(Residual Soil) I \\\\\ Test Method AASHTO T99, ASTM D698 120 Maximum Dry Density, pcf 101.0 Optimum Moisture Content, % 211.0 Natural Moisture Content, % 18.2 115 1 110 \ 7\10\ i b 105 7,, F G I O z as OG 11 � 100 1(1\ 9'L a I 95 ' 90 so 85 c.N' ?�c90 .6. 0 80 75 1- 0 5 10 15 20 25 30 35 40 45 0 IMOISTURE CONTENT, 5 a w w I ~ GRD 0 E 0 N I 0 0 COMPACTION TEST 0 a a 2 FEB.2020 JOB NO. 5970-L FIG. 11A 135 \ 1 \ I 130 Sample ID B-4, RMT-2 Sample Classification Silty CLAY to clayey SILT,trace sand, brown (Possibly Reworked 1 Residual Soil) 125 Test Method AASHTO T99,ASTM D698 1 120 , \ Maximum Dry Density, pcf 107.8 1 - \ Optimum Moisture Content, % 16.9 Natural Moisture Content, % 11.6 115 I 110 \ ` 1 ./.—\\\ L 105 Z s\c, 1 p O C. >- 100ce 1'L 1 95 1 90 1 \ 4.0 c' I85 � .6 80 1 N N 1 75 H 0 5 10 15 20 25 30 35 40 45 w MOISTURE CONTENT, % 1 a w Q a E GRD 0 N Z 1 COMPACTION TEST r. Q 0 1 FEB. 2020 JOB NO. 5970-L FIG. 12A I 1�i - g--- 11"1.0"..-1Z). "Ilk 4" 1\ - Ar 'AlfPiv:,. ispiA omisoA ' CNN .i TP 13 \�ravaiiik �*e\ \ TP-8 _ ----- 2- I 1 R B-1/DCP-1 ®\�"`���`: N. y xAW. 4T;;f� ac r . ra I ' , �4,„a, ./ B 2/DCP 2°\�! TP-14rk . \. ,,r a_ 7, ..� x yr.ri1 AT • • i--,___- 0+0011 ';► .Ii, \'te r \2+00 111) \500 3+00 n 3-3+500 '., „ 1' B 5+_ 1 P•1,56+ 6+ . 1 177+03 / __<_ _/,_/ Isr 1 N.L. ���•`►,� \fi r � V , Hd FF 31` B-3 `` f — --:11111. / 1 J' �►�?f► B-5/DCP-3 1I —�_ �i _ { ";ice i = l +'• .„4 1 .. i� \ " F =314.50 2— i ;'� " i�! ..; \ �� 6W.G- 1 0,1 ��� S BORING COMPLETEDBYGRI f B-7/DCP44 y `` __- - ovsle at3 �/� APRIL3 2019) ` o_ y J 4iir� TPP-2 i I� = TP 4 B-6 - + - tt ��� 4r�.� 4• ,a ' �� 4�RY F� i / TEST PIT COMPLETED BY GRI 0 ��k� � �t/B� ,`�ij,ll 1-_ RTSCH���L - ��- 11� ���/ _� (APRIL32019) p 0 I \ .i ►. tit1+00 1a 1+50� ',2+00�+ .z+50 `3+00 a B-9 - a'4+o0/ 4+5°-3+50 1 5+00 - - :111111/1VM- a (0l ..8•s+5o 1ii .7+n+_o9 / Q BORING COMPLETED BY GRI i` , �� `� + - 1P1\ `J - -- n� " 1, _ 1DECEMBER13142016) ��� . \ �n Q �i FF 31450_= _ B-1O 1 d y� ,, ;� _ FF 312`50 _ null11. 1.1L41 _ r. _ • BORING AND DYNAMIC CONE PENETRATION TEST p_� 1 N � • �i `•fit 4Nit B-B/DCP-5\ ` _ - _ _ _ , == COMPLETED BY GR IDECEMBER 14,2018) - r za7 90 is 14.0401084114, ��0• MP a __ Y— --Y - i; /• ---- INFILTRATION TESTING COMPLETED BY GRI 2844e, ,'� . tti ; �,. _ _ FF ^12 50 _�f— (DECEMBER14,2018) io, i _`285'1`i+�� \ � �rEntigit Al � �, N\�+ ; + �� -- �•'. �•�- 30z _- II�'���I� . TEST PITS COMPLETED BY GEODESIGN INC. QUNE 19,2006) e ` • iJ ! ` /4206 tS't��hy9css'm'�\ 1'j'���1` �=ril 1 �� — _ a.\� N• o_...- \"i� . . _--__- - _ _- ____ i © t z�,►►�,d4 7 Ji�,a , B-11/DCP•6\" \_�j'—�3+01 4+00 ++so_- sb: '� s+00 ) s+sad"ryry177+06 igi I. . .t vi,,,J.► , _ •� -. a eti1���� 9 s — 14 `V '�!c► :_,(fit --` N` v ill-W // L/_�a ogoe �1. •11'�.gr _ \ ■ �� inikm..„.......naH5+86.-.--ir d�k� ' -�_� SITE PLAN FROM FILE BY KPFF,MARCH 26,2019 4,44,141, jij278�•,ij�.��l`1 'k-oJ'•��!+�'��\ �r� �� � � � - ���.'�^ f `_�``_ _iv `��� `" \ 11�1�� -- 7 znZ= o -- Iti9 p 0+00 /,i. t !Ij+� 1+u` JP-1 50--_2+6-0 iff�ii .�r��---TP-1 7 ++55074 z7s4 +5+00 5so-' -s+00m TP 18 's'77+o4 0 80 160 FT Cam' �`�ii�I N"\���� \'_�—_. ...um . ,u 1� TP 5 — 1.2 T ii�.I 2ao ��-�_ I `; I t� +\ �' z79� ��� �p.iN.— _ _ ---= 27 274 27 z7_- _ j ``- ��a VIVI �i N N--,1),,' n.� �� P + �T�ir���+Z� `,� L�: _ �`� r ��` ` R 0 TIGARD-TUALATIN SCHOOL DISTRICT I�t�%s���lalt� ,� ,� �-- +a`_ `\ �J ARTRUTKINELEMENTARYSCHOOL 1 - % t� — + SITE PLAN IAPR.2019 JOB NO. 5970-K FIG. 2 I BLOWS PER FOOT H o CLASSIFICATION OF MATERIAL r o o a j ■ MOISTURE CONTENT, I LL g Z o ❑ FINES CONTENT,% F a F 1 LIQUID LIMIT,% COMMENTS AND w O. a a PLASTIC LIMIT,% ADDITIONAL TESTS o c� Surface Elevation: Not Available o z u) u' m 0 50 100 I /J Silty CLAY to clayey SILT,trace fine-grained sand, '/ brown,medium stiff,contains organics,4-in:thick 2 r heavily rooted zone at ground surface(Residual st I 34 t2 ! t I —stiff at 2.5 ft sz 5 7 _. _1 5/ —very stiff below 5 ft T a t6 A l I S3 ` 0 — --- (12/14/2018) 6.5 I _ Groundwater not encountered 10— I r 15— I 20— . • I25— m ::-Zr . I - . 0 a w 30— 1— F 0 0 > - w I 35- 0 0. I0 z — 0 0 co - -40 0 0.5 1.0 • Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. TORVANE SHEAR STRENGTH,TSF Date Started: 12/14/18 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Hollow-Stern Auger Hammer Type:Auto Hammer I Equipment:met ME 850 Track-Mounted Drill Rig Weight:10 lb BORING B-1 Hole Diameter: 8 in. Drop:30 in. Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.'IA z BLOWS PER FOOT o I cD CLASSIFICATION OF MATERIAL o o a z ■ MOISTURE CONTENT,% - c o ri g w o ❑ FINES CONTENT,% COMMENTS AND f�LIQUID LIMIT, w a w I— a Q o PLASTIC LIMIT,% ADDITIONAL TESTS CI co Surface Elevation: Not Available o Z on co co 0 50 100 // Silty CLAY to clayey SILT,trace fine-grained sand, z,'/ brown,medium stiff,contains organics,4-in.-thick 2 s heavily rooted zone at ground surface(Residual S-1 2 -Olt) 3 14 I 5� --stiff below 2.5 ft s-2 s �7111 4 I SO 5 4 12 o E5 (12/14/2018) i Groundwater not encountered Il 10— I 15— I 20— I 25=m n v - r LliI0. w 30— H oI0 d c.9 w Lo zo I m 35— Q. U _ . I o — z _ ie 0 m I CD-40 0 0.5 1.0 Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc, • TORVANE SHEAR STRENGTH,TSF Date Started: 12/14/18 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Hollow-Stern Auger Hammer Type:Auto Hammer Equipment: CME 850 Track-Mounted Drill Rig Weight:140 lb [� Hole Diameter: 8 in. Drop:30 in. BORING B-2 Note:See Legend for Explanation of Symbols Energy Ratio: MI APR.2019 JOB NO.5970-K FIG.2A 111 I ca CLASSIFICATION OF MATERIAL oz w I— • BLOWS PER FOOT w z • MOISTURE CONTENT,% LL v LL g ? O ❑ FINES CONTENT, IT = J¢ a a ��LIQUID LIMIT,% COMMENTS AND Inw ¢ ¢ f o PLASTIC LIMIT,% ADDITIONAL TESTS ino Surface Elevation: NotAvallable o ? m co m 0 50 100 // Silly CLAY,toc clayey SILT,trace fine-grained sand, J brown,stiff contains organics,4in:thick heavily rooted zone at ground surface(Residual Soil) _ S-7 1s 14 8 — 4 R L Loss of drilling fluid s I circulation between I. depi 7.5 t 5 sellingng mud observed S-2Is _12 I seeping out of the 5 •' slope approximately 7 �I x fl dan from e I. exploration 4 333,,,'ttt,,, 0 —>;.e:.‹ Silly SAND,green-gray with rust staining and white 8.3 s3 I 24 `C \ ❑ mineralization,dense,relict rock structure,fine to \ ,"':•," coarse grained,contains gravel-sized fragments of 9 ,48 predominantly decomposed basalt(Decomposed S-4 1 18 1111- Basalt) 30 \ — '` '— 12.5 40 40_50-50/5"_ ,+++ BASALT,gray,brown,and green-gray with rust +++ staining,predominantly decomposed to s 5 5017 1 \decomposed,extremely soft to very soft(RO to R1)f 13s 15— (Columbia River Basalt) (12/13/2018) . I 20— 25 1 v — F- g r o — J a w 30— F- 111 0 CD > — w J W 0 35— Ci a U — IO — z — rc 0 m I —40 0 0.5 1.0 Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12/13118 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto Hammer Equipment:met CME 850 Track-Mounted Drill Rig Weight: in. G R'T BORING B-3 Hole Diameter: 4 in. Drop:30 in. 1 Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.3A I o A BLOWS PER FOOT p CLASSIFICATION OF MATERIAL o o a z • MOISTURE CONTENT,% 3 Z o ❑ FINES CONTENT,% _ _ _ eL % COMMENTS AND 1— a ¢ a s ��LIQUID LIMIT, �. % aa, acn o PLASTIC LIMIT, ADDITIONAL TESTS 0 o Surface Elevation: Not Available o z `a" `a m 0 50 100 iSilty CLAY to clayey SILT,trace fine-grained sand, brown,stiff,contains organics,4-in.-thick heavily rooted zone at ground surface(Residual Soil) s * �so 0 --very stiff below 4.5 ft 41 i 7 Dry Density=101 pd 5 17 i/4i./ S-2 7 10 \ \ , —` Silty SAND,gray with rust staining,medium dense, 7.5 s3 1z 28 \\ relict rock structure,fine to coarse grained I 16 :Y (Decomposed Basalt) 10— --contains gravel sized fragments of predominantly 17 I .ik 54 —:{-.•, ft s decomposed basalt,very dense below 9.5 4 r 27 —4Yc. ^:• 111 --white and green mineralization below 12.5 ft r 26 74 ',,.:. S-5 IL 30 38 15 -- ' 15.0 32 32-5014.5"- +++ BASALT,gray with rust staining and green to white S- I50,a5- A - (mineralization,predominantly decomposed to r 15.9 decomposed,extremely soft to very soft(RO to R1) ' (Columbia River Basalt) (12/13/2018) 20— I I 25- - ✓ d a w 30— H a a w J w ' 35 a U' O O 0 Z it O m K o 1 —40 0 0.5 1.0 Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12/13/18 GPS Coordinates: Not Available ■ UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto Hammer Equipment: CME 850 Track-Mounted Drill Rig Weight:140 lb I BORING B-4 Hole Diameter: 4 in. Drop:30 in. R I Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.4A I o CLASSIFICATION OF MATERIAL o • w 1- A BLOWS PER FOOT CL • MOISTURE CONTENT,% 0 - w LU O ❑ FINES CONTENT,% n=- a a 3 1 �LIQUID LIMIT,% COMMENTS AND a aQ o c� a Surface Elevation: Not Available z ° PLASTIC LIMIT,% ADDITIONAL TESTS 0 50 100 I Silty CLAY to clayey SILT,trace fine-grained sand, JJ/ brown,soft to medium stiff,contains organics, 1 a 4-in.-thick heavily rooted zone at ground surface s-I t I (ResidualeiurSoil) 4 a j/ --medium stiff to stiff at 2.5 ft s-2 4 �t a I IS � --very stiff below 5 ft s0 I 9 1546 l - (12/14/2018) s.5 IL _I Groundwater not encountered 10- r = 15- 1 20 I 25 I I- zi- I0 0 ul 0 w 30- 1- 0 w I LU 0 35- N a I0 0 Z _ cc 0 m ("-40 0 0.5 1.0 Logged By: M.Raulhause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12/14/18 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Hollow-Stem Auger Hammer Type:Auto Hammer 7� Equipment: CME 850 Track-Mounted Drill Rig Weight:140 lb 1 [ T BORING B-5 Hole Diameter. 8 in. Drop:30 in. j \ j Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.5A I A BLOWS PER FOOT o CLASSIFICATION OF MATERIAL o a m • MOISTURE CONTENT,% LL c• LL g ci w o a 0 FINES CONTENT,% I a I a a s LIQUID LIMIT,% COMMENTS AND w w - a a of PLASTIC LIMIT,% ADDITIONAL TESTS o 0 Surface Elevation: Not Available ❑ co co m 0 50 100 / Silty CLAY to clayey SILT,trace fine-grained sand, I brown mottled gray,stff,contains organics, 4-in.-thick heavily rooted zone at ground surface (Residual Soil) I J 5 5 12 6I ../ N\;�;T= Silty SAND,gray with rust staining and white 7s 13 a ': mineralization,dense,relict rock structure,fine to ss 2914 I "� - coarse grained,contains gravel-sized fragments of \, io—$`_1-predominantly decomposed basalt(Decomposed r 10.0 r 25 f 25-16-5015' +++ tBasalt) I sa 1 1s I A +I++ BASALT,gray with rust staining and white L 50/5" I +++— mineralization,predominantly decomposed to _ +++ decomposed,extremely soft to very soft(RO to R1) j/ /// / / +++ (Columbia Rivers Basalt) �� —+++ --some vesicles,moderately weathered to 15 I++ predominantly decomposed,very soft to medium Run 1 /, , �/ I +++ hard(R1 to R3),open joints with clay infilling below / —+++ 12 ft +++ /4 . 1+++ +++ // +++ 20 +++ lit.-1 2I +++ /// . i++ /// / +++ /////. +++ /////, (12/14/2018) 22.5 1 25 rn _ 4 - ' ' ❑ I 0 — 5 a w 30— H o 1 5: 0 > — w 0 0 Co 35— • EL 0I o -J — 0 z — z . 0 m — . c5—40I 0 0.5 1.0 Logged By: M.Reuthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12114/18 GPS Coordinates: Not Available ■ UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto Hammer I Equipment: CME 850 Track-Mounted Drill Rig Weight:140 lb Q BORING B-6 Hole Diameter. 4 in. Drop:30 in. 1 t Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.6A I BLOWS PER FOOT F CLASSIFICATION OF MATERIAL o o a j A MOISTURE CONTENT, Cr) g w o I: FINES CONTENT,% F d = J J J 1-1—LIQUID LIMIT,% COMMENTS AND w R w of a ¢ of PLASTIC LIMIT,% ADDITIONAL TESTS o co Surface Elevation: Not Available o — co 0 00 0 50 100 I // SiltyCLAYtoclayeySlLT,tracefine-to J,/ medium-grained sand,brown,very soft to soft, c 21 contains organics,4-in.-thick heavily rooted zone at s1 1 1 1 J ground surface(Residual Soil) 1 i --medium stiff at 2.5 ft sz 1 s • / 1 i J 5 1 5 I / S-3--stiff to very stiff below 5 ft s 51 6 1 - Groundwater not encountered 1— { 10— ' I 1 15- - 1 20- 1 25 I m ‘4 1 cr i 1L _ 3 a w 30— 1 1 F — 0 0 > - . w I 35— f 10 o z z — w O m — 1 6—40 0 0.5 1.0 Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12/14/18 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Hollow-Stem Auger Hammer Type:Auto Hammer Equipment: CME 850 Trade-Mounted Drill Rig W : 01n. G R 0 BORING B-7 Drop 3 Hole Diameter: 8 in. Drop: 0 in. Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.7A 1 BLOWS PER FOOT r p CLASSIFICATION OF MATERIAL r o d a ? • MOISTURE CONTENT,% w c� -I w w o ❑ FINES CONTENT,% I _ _ _ e e r4-LIQUID LIMIT,% COMMENTS AND a c- a M M o PLASTIC LIMIT, w w - < < ADDITIONAL TESTS o o Surface Elevation: Not Available o z co fo m 0 50 100 Silty CLAY to clayey SILT,trace fine-grained sand, brown,stiff to very stiff,contains organics, 2 10 J 4-in.-thick heavily rooted zone at ground surface s-i 3 (Residual Soil) 5 I I sz eI / io J I t 5 4 15 S-3 I 7 / 6 5 8 Sample S-3 indudes (12/14/2018) decomposed basalt at tip of sampler Groundwater not encountered 10— I 15— I - I I20— I I 25= ' e a o- - I a 30— w F 0I E r, > — w 1.0z O I . 35— w o_ 0 1 0 — z — 0 0 co (51-40I 0 0.5 1.0 Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12/14/18 GPS Coordinates: Not Available ■ UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Hollow-Stem Auger Hammer Type:Auto Hammer /� I Equipment:meter CME 850 Track-Mounted Drill Rig Weirop:140 lb ( T I BORING B-8 Hole Diameter: 8 in. Drop:30 in. V Note:See Legend for Explanation of Symbols Energy Ratio: ' APR.2019 JOB N0.5970-K FIG.8A I o CLASSIFICATION OF MATERIAL o a 1— A BLOWS PER FOOT g w o 0• FINES CONTEOISTURE NT,%CONTENT, d ¢ a Ja I—F LIQUID LIMIT,% COMMENTS AND w < w , ¢ ¢ of PLASTIC LIMIT,% ADDITIONAL TESTS o co Surface Elevation: Not Available 0 z co rn m 0 50 100 I Silty CLAY to clayey SILT,trace fine-grained sand, J,/ brown mottled gray,stiff,contains organics, 4-in.-thick heavily rooted zone at ground surface (Residual Soil) s ,13 I I 1 61 1 7 I : 11 1)/ 6 jo 1 S-2 I 5 5 G I 6.5 S3 7 T� �+++ BASALT,gray with rust staining and white 3 +++ mineralization,predominantly decomposed to 10 +++ decomposed,extremely soft to very soft(RO to R1) s-a I 23 zs 5o�s'A I _+++,V(Columbia River Basalt) 10.9 50�5^ (12/13/2018) 15 20- 1 _ ' 25 v — o • _ r7 — J a w 30— I— IF — o c0 > — w . J2 35— a , O — 0 • z — I . 0 m — I i 1 U' -4l) 0 0.5 1.0 Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12113/18 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto Hammer Equipment: CME 850 Track-Mounted Drill Rig W : 0 Ib G R BORING B-9 Hole Diameter. 4 in. Drop:3 0 in. I Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.9A 1 A BLOWS PER FOOT CLASSIFICATION OF MATERIAL o a z • MOISTURE CONTENT,% '~` ri g w w O ❑ FINES CONTENT, F = F J J J - I 4-LIQUID LIMIT,% COMMENTS AND a a N m m 0 PLASTIC LIMIT,% ADDITIONAL TESTS o co Surface Elevation: Not Available o co co coo 50 100 / Silty CLAY to clayey SILT,trace fine-grained sand, I 7 brown,very stiff,contains organics,4-in:thick heavily rooted zone at ground surface(Residual Soil) 0.50 • • Dry Density=89 pd S1I 5� 8 _18 S-2 7 ' / 1III �+++ BASALT,brown with rust staining,predominantly 7'S $3 T 10 3A +++ decomposed to decomposed,extremely soft to very 1 15 +++ soft(RO to R1)(Columbia River Basalt) I 10—,+++ --extremely soft to very soft(RO to R2)below 10 ft 7 14 ` ❑ +++ �+++ +++ 7 +++ 15 48 +++ S-5 I 17 +++ 81 ^+++ 15— +++ 18 35 / tt+ S.gI 17 I�\ —`1-1-1- 18 +++ tt+ 20—+++ --gray with green mineralization below 20 ft - 38 38-32.50/5" +++ SfI 32 +i+ 21.4 50/5" _ (12/13/2018) I 25-co I v — O I co — w . 5 a w 30— ✓ r = 0I Co > — w z w — 0 Z 35— I m 0 U — cn I C7 z — K O m —40 0 0.5 1.0 I Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. • TORVANE SHEAR STRENGTH,TSF Date Started: 12/13/18 GPS Coordinates: Not Available • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto Hamner I Equipment: CME 850 Track-Mounted Drill Rig Weight:140 lb BORING B-10 Hole Diameter: 4 in. Drop:30 in. Note:See Legend for Explanation of Symbols Energy Ratio: I ' APR.2019 JOB NO.5970-K FIG.10A I BLOWS PER FOOT ' o CLASSIFICATION OF MATERIAL o o - z • MOISTURE CONTENT,% 0LL LL - z < o ❑ FINES CONTENT, a F a a s ��LIQUID LIMIT,% COMMENTS AND w w ¢ < PLASTIC LIMIT,% ADDITIONAL TESTS 0 o Surface Elevation: Not Available o ? w co m 0 50 o0 I / Silty CLAY to clayey SILT,trace fine-grained sand, J/ brown,very soft to soft,contains organics, 0 2 4-in:thick heavily rooted zone at ground surface s-i 0 0 (R ) I s below wSo2. 4 13 —stiff below 2.5 ft S-2 6 7 5 �� 1 3 10 I S3 4 A 6 (12/14/2018) 6.5 1 _ Groundwater not encountered 10— I — 15— — I 20— . I 25_I 3 — I- 11 S 0 3 — a w 30— I— . i ~ - O 0 0 > — IJ _ . 35— rii o � 0 z — 0 0 m I °7-40 0 0.5 1.0 • Logged By: M.Rauthause Drilled by: Western States Soil Conservation,Inc. TORVANE SHEAR STRENGTH,TSF • UNDRAINED SHEAR STRENGTH,TSF Date Started: 12/14118 GPS Coordinates: Not Available Drilling Method: Hollow-Stem Auger Hammer Type:Auto Hamer Equipment: CME 850 Track-Mounted Drill Rig Weight:140 lb Hole Diameter. 8 in. Drop:30 in. G R I BORING B-11 Note:See Legend for Explanation of Symbols Energy Ratio: APR.2019 JOB NO.5970-K FIG.11A A BLOWS PER FOOT 0I CLASSIFICATION OF MATERIAL r Z of a Z • MOISTURE CONTENT, rl c� g w CI-.,_ o ❑ FINES CONTENT, I _ _ _ -a a_.1 - - 0 —r LIQUID LIMIT,% COMMENTS AND w 40_' w I- 0 PLASTIC LIMIT,% ADDITIONAL TESTS o 0 Surface Elevation: Not Available o z co < 04 0 50 100 / iSilty CLAY to clayey SILT,trace fine-grained sand, I brown,stiff,contains organics,4-in.-thick heavily rooted zone at ground surface(Residual Soil) 2 10 1 S1 4 _ A 5 3 _11 S-2 1 5 • I 6 3 12_ . S3 I5 IdlI 7 10 / 4 _15 /� I 7 • Silty SAND,gray with pink,white,and red 11.0 8 -1 6: mineralization,medium dense,relict rock structure, _+ 1 fine grained(Decomposed Basalt) 12.5 11 16 +++ BASALT,gray with rust staining and pink to white s 5 I s +++ mineralization,predominantly decomposed to I 15-+++ decomposed,extremely soft to soft(R0 to R2), 7 17 +++ open joints with clay infilling(Columbia River S-5 1 10 +++ Basalt) 7 +++ I +++ -,+++ +++ \ +++ I 20+++ 10 33 +++ S-7 17 +++ 16 _+++ +++ —+++ I +++ -.+++ 30-5/4"- S-eI 30 25-+++ --some vesicles,moderately weathered to slightly " , +++ weathered,soft to hard(R2 to R4),closed fractures �/ 1- +++ below 25 ft �� v -+++ -1 /r / 2 30- u I a — 0 o> — zz —35- m a O 0 z - d 0 c `0—40 II 0 0.5 1.0 • Logged By: G.Martin Drilled by: Western States Soil Conservation,Inc. TORVANE SHEAR STRENGTH,TSF Date Started: 4/4/19 GPS Coordinates: 45.4074°N -122.8456°W(WGS 84) • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto HammerI Equipment: CME 55 HT Track-Mounted Drill Rig Weight:140 lb G p J BORING B-12 Hole Diameter: 5 in. Drop:30 in. j Note:See Legend for Explanation of Symbols Energy Ratio:0.76 APR.2019 JOB NO.5970-K FIG.12A I BLOWS PER FOOT CLASSIFICATION OF MATERIAL O a 1- 0 • MOISTURE CONTENT, A LL c� g w o ❑ FINES CONTENT,% a ¢ a a (—F LIQUID LIMIT,% COMMENTS AND w co w - < < of PLASTIC LIMIT,% ADDITIONAL TESTS o Surface Elevation: Not Available o Z CO CO 0 50 100 I Silty CLAY to clayey SILT,trace fine-grained sand, brown,medium stiff to stiff,contains organics, 4-in.-thick heavily rooted zone at ground surface (Residual Soil) 2 g S-1 1 4 A 4 \5 --very stiff at 5 ft 7 91, 111 s-2 1 s 13 / \ ' .Silty SAND,gray with pink,white,and red 7.e 11 40 ' :r mineralization,medium dense,relict rock structure, s-3 22 r, fine grained(Decomposed Basalt) 18 10-' ; --very dense at 10 ft 18 61 S-4 I 27 . lt 12' 34 - BASALT,gray with rust staining and pink to white 20 zo zss\\a5.5" 4++ _ +++ mineralization,predominantly decomposed to s 5 I50/5.5" +++ decomposed,extremely soft to soft(RO to R2), 15-+++ open joints with clay infilling(Columbia River 35 35-35-50/5^ +++ Basalt) S-6 I 35 +++ 50/5" 1 +++ +++ +++ +++ 24 gp +++ S-7 f 41 -`+++ 49 +++ 20-+++ +++ I +++ -s+++ 24 47 +++ &6 I 21 +++ �26 , - ++ \ 25 `',, �+++ --some vesicles,moderately weathered to slightly 26 zs 5aso/a° a �+++• weathered,soft to hard(R2 to R4),closed fractures S-9 150 -- ' a +++ below so/a° I +++ / //////// /// IF 2 w 30J+++ C //� /'// / /4 �+▪++ - (4/4/2019) 3z,o > - w I -z i. 35- n_ O - IO z - d 0 m - I w40 III 0 0.5 1.0 • Logged By: G.Martin Drilled by: Western States Soil Conservation,Inc. TORVANE SHEAR STRENGTH,TSF Date Started: 4/4119 GPS Coordinates: 45.4075°N -122.8447°W(WGS 84) • UNDRAINED SHEAR STRENGTH,TSF Drilling Method: Mud Rotary Hammer Type:Auto Hammer Equipment: CME 55 HT Track-Mounted Drill Rig Weight:140 lb BORING B-13 Hole Diameter: 5 in. Drop:30 in. R,I Note:See Legend for Explanation of Symbols Energy Ratio:0.76 APR.2019 JOB NO.5970-K FIG.13A I CLASSIFICATION OF MATERIAL a z • MOISTURE CONTENT,% ' i— -I I— 1- 0 FINES CONTENT,% H LIQUID LIMIT,% COMMENTS AND H a a PLASTIC LIMIT,% ADDITIONAL TESTS o co Surface Elevation: Not Available ' 0 50 100 // Silty CLAY to clayey SILT,trace fine-grained sand,brown, soft to medium stiff,contains organics,4-in.-thick heavily rooted zone at ground surface(Residual Soil) I �0.25 _ 5- 1 J , . //i I 10 +++ 10.0 BASALT,gray and black,predominantly decomposed to +++ decomposed,extremely soft to soft(RO to R2)(Columbia +++ \River Basalt) r 11.s — (4/3/2019) Groundwater not encountered , 15— I I 20— 1 m a H o g 25- ' m w H H c7 > w J w 0 0c� I 30 0 0.5 1.0 °o • TORVANE SHEAR STRENGTH,TSF H Logged By: M.Rauthause Excavated by: Benchmark Contacting Equipment: CAT 326F Excavator 0 Date Started: 4/3/19 GPS Coordinates: Not Available Note: See Legend for Explanation of Symbols G RI TEST PIT TP-13 APR.2019 JOB NO.5970-K FIG.14A I 11 I CLASSIFICATION OF MATERIAL a • MOISTURE CONTENT, v LL z i- ❑ FINES CONTENT,% w w LIQUID LIMIT,% f—� COMMENTS AND 0- 1_ a a PLASTIC LIMIT,% ADDITIONAL TESTS w Surface Elevation: Not Available I 0 50 100 Silty CLAY to clayey SILT,trace fine-grained sand,brown, / soft to medium stiff,contains organics,4-in.-thick heavily rooted zone at ground surface(Residual Soil) _ •0.30 I 5 _ a Silty SAND,gray with rust staining,fine to coarse grained, -6.5 contains gravel-to boulder-sized fragments of - f predominantly decomposed basalt(Decomposed Basalt) 10— : - 13.0 I +++ BASALT,gray and black,predominantly decomposed to +++ decomposed,very soft to soft(R1 to R2)(Columbia River �+++ 4-4-4" Basalt) ,-- 145 15— (4/3/2019) I - Groundwater not encountered 1 20_ 10, a r w (7 — Li 111 a 25- 2 w a igi — CC CD > - . w J w i O . z a 30 0 0.5 1.0 a • TORVANE SHEAR STRENGTH,TSF ILogged By: M.Rauthause Excavated by: Benchmark Contracting Equipment: CAT 326F Excavator o Date Started: 4/3/19 GPS Coordinates: Not Available Note: See Legend for Explanation of Symbols I G RO TEST PIT TP-14 1 APR.2019 JOB NO.5970-K FIG.15A I c0 o CLASSIFICATION OF MATERIAL Lu a • MOISTURE CONTENT,% I LL - z ❑ FINES CONTENT, w w ��LIQUID LIMIT,% COMMENTS AND i- O. 1- d a PLASTIC LIMIT,% ADDITIONAL TESTS o a Surface Elevation: Not Available 0 50 100 iSilty CLAY to clayey SILT,trace fine-grained sand,brown, I —1 soft to medium stiff,contains organics,scattered subrounded gravel and boulders,4-in.-thick heavily rooted zone at ground surface(Residual Soil) I J ♦0.25 I 5-/ I - _ 6.- Silty SAND,gray with rust staining and white s.s I mineralization,fine to coarse grained,contains gravel-to - boulder-sized fragments of predominantly decomposed I basalt(Decomposed Basalt) v: "'•. 10 '; • '' ++' o +++ BASALT,gray and black,predominantly decomposed to +++ decomposed,very soft to soft(R1 to R2)(Columbia River +++ Basalt) +++ +++ —+++ --moderately weathered to decomposed below 14 ft 15 I++ +++ —+++ --includes fragments of soft to medium hard(R2 to R3) I +++ basalt at 16 ft _+++ +++ +++ , _+++ __includes fragments of medium hard(R3)basalt at 18 ft +++ _ (4/3/2019) 15' 20- Groundwater not encountered I m - Iv F o IL a 25I — m w '- - r o ie o > - w J w O I 0 a 30 ca 0 0.5 1.0 o • TORVANESHEARSTRENGTH,TSF H Logged By: M.Rauthause Excavated by: Benchmark Contracting Equipment: CAT 326F Excavator I cs Date Started: 413/19 GPS Coordinates: Not Available I Note: See Legend for Explanation of Symbols G R I TEST PIT TP-15 I APR.2019 JOB NO.5970-K FIG.16A I I v' CLASSIFICATION OF MATERIAL a • MOISTURE CONTENT,% I L z 0 FINES CONTENT, n 1---1_LIQUID LIMIT,% COMMENTS AND PLASTIC LIMIT,% ADDITIONAL TESTS ' Surface Elevation: Not Available 0 50 100 Silty CLAY to clayey SILT,trace fine-grained sand,brown, medium stiff,contains organics,4-in:thick heavily rooted . . . zone at ground surface(Residual Soil) I .0.40 ' 5 I ' 10 I I I 15 Silty SAND,gray with rust staining and white 15.0 mineralization,fine to coarse grained,contains gravel-to boulder-sized fragments of predominantly decomposed ++ 1 basalt(Decomposed Basalt) j 17.0 I I . ' . BASALT,gray and black,predominantly decomposed to 17.5 (decomposed,extremely soft to soft(RO to R2)(Columbia River Basalt) (4/3/2019) . II 20 Groundwater not encountered F I a a a I g 25 m w F a F Il ❑ c7 > w J W O z °- 30 0 0.5 1.0 a • TORVANESHEARSTRENGTH,TSF ' I1- Logged By: M.Rauthause Excavated by: Benchmark Contracting Equipment: CAT 326F Excavator a Date Started: 4/3/19 GPS Coordinates: Not Available P Note: See Legend for Explanation of Symbols I G RQ TEST PIT TP-16 ' APR.2019 JOB NO.5970-K FIG.17A I CLASSIFICATION OF MATERIAL wa • MOISTURE CONTENT,% v LL z ❑ FINES CONTENT,_ w w LIQUID LIMIT, �� COMMENTS AND a g PLASTIC LIMIT,% ADDITIONAL TESTS CO Surface Elevation: Not Available C 0 50 100 / Silty CLAY to clayey SILT,trace fine-grained sand,brown, ' medium stiff,contains organics,4-in.-thick heavily rooted zone at ground surface(Residual Soil) I J *0.3o I / 5—/ , I . . H I 10—/ I ..F 1 _ - 13.5;• ---- — Silty SAND,gray with rust staining and white I R--r, mineralization,fine to coarse grained,contains gravel-to 15+++1 boulder-sized fragments of predominantly decomposed / 15,0 u--.--tbasalt(Decomposed Basalt) J- 15.5 , BASALT,gray and black,predominantly decomposed to decomposed,very soft to soft(R1 to R2)(Columbia River - Basalt) (4/3/2019) Groundwater not encountered 20— I aI r 0 U' — 25— w I H — r o c71 o > — w J w z o a 90 0 0.5 1.0 °o • TORVANE SHEAR STRENGTH,TSF a 'Logged By: M.Rauthause Excavated by: Benchmark Contracting Equipment: CAT 326E Excavator O Date Started: 413/19 GPS Coordinates: Not Available Note: See Legend for Explanation of Symbols G RO TEST PIT TP-17 I APR.2019 JOB NO.5970-K FIG.18A I I °_ CLASSIFICATION OF MATERIAL a MOISTURE CONTENT,% z ❑ FINES CONTENT,% _ = w LIQUID LIMIT, �'—� COMMENTS AND a• a a a PLASTIC LIMIT,% ADDITIONAL TESTS w w < < a ¢ I co Surface Elevation: Not Available �' 0 50 100 Silty CLAY to clayey SILT,trace fine-grained sand,brown, medium stiff,contains organics,4-in:thick heavily rooted zone at ground surface(Residual Soil) 1 ♦0.30 I 5 /' j . . 10-`� + BASALT,grayand black,predominancydecomposed to I _ decomposd,extremely soft to mediu hard(RO to R3) 11.0 11.5 ((Columbia River Basalt) — (4/3/2019) Groundwater not encountered 15— I 1 20— I — „ , , cn -_ e 0 0 cD a 25- w r — 1- Io _ . . . . . > w J w O CI_ 30 0 0.5 1.0 cv o ♦ TORVANE SHEAR STRENGTH,TSF Logged By: M.Rauthause Excavated by: Benchmark Contracting Equipment: CAT 326F Excavator o o Date Started: 4/3/19 GPS Coordinates: Not Available I Note: See Legend for Explanation of Symbols I G R0 TEST PIT TP-18 IAPR.2019 JOB NO.5970-K FIG.19A 1 APPENDIX C PAVEMENT-DESIGN CALCULATIONS Subgrade Design Modulus for Reconstruction and New Construction The design subgrade modulus is based on a review of both the Kessler Dynamic Cone Penetrometer(KDCP) and Triaxial Resilient Modulus (RM) test results. For this project, we based the design modulus (3,200 psi) 1 on the RM test results for location B-4. Pavement-Design Analysis for Reconstruction The pavement-design worksheets for new construction are shown in Table 1 C. 1 1 1 1 1 1 1 1 1 GRO 1 Ell IIIIII OM Mlle MIN I= Ell NMI MIN MI =I I= Ell IMO Table 1C-PAVEMENT DESIGN WORKSHEET FOR CONSTRUCTION USING AGGREGATE STABILIZATION WITH GEOTEXTILE Project Segment: River Terrace Boulevard Design Alternative: Geotextile Reinforced Working Platform AASHTO Design Parameters&Input Values: Notes Design Period,Yrs: 20 Denotes user data field Cumulative ESAL Repetitions: 50,000 Denotes calculated field Design Reliability: 75 Overall Standard Deviation,So: 0.49 Initial Serviceability,Po: 4.2 Terminal Serviceability,P,: 2.5 Effective Subgrade M„psi: 3,200 per Resilient Modulus Testing ASB Modulus,psi: 8,394 computed by Dorman&Metcalf formula Aggregate Base Modulus,psi: 20,000 Asphalt Concrete(AC)Layer Coefficient: 0.42 Aggregate Base(AB)Layer Coefficient: 0.10 ASB Layer Coefficient: 0.05 per 1993 AASHTO Design Guide(minimum 0.06) AB&ASB Drainage Coefficient: 1.0 Minimum ASB thickness on geotextile for support of construction,in.: 12.0 per Giroud&Han procedure SN required above subgrade: 2.67 SN required above ASB: 1.83 SN required above AB: 1.27 Pavement Section Layer Description Thickness,in. Layer Coeff. SN SN Subtotals Notes Level 2,1/2-inch Dense ACP 3.00 0.42 1.26 PG 64-22 Level 2,1/2-inch Dense ACP 4.00 0.42 1.68 2.94 >1.27 required above AB-OK 3/4"-0 Aggregate Base 10.00 0.10 1.00 3.94 >1.83 required above ASB-OK 1-1/2"-0 or 2"-0 Aggregate Subbase 0.00 0.06 0.00 3.94 >2.67 required above subgrade-OK Geotextile NA Total Depth 17.00 MEE 1ofI