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Dbnfspo!NdDbsuiz Neighborhood/Applicant Meeting Requirements Provide the following documentation that a neighborhood/applicant meeting was held per EC 9.7007 (see EC 9.7010): The list of persons to whom notice was mailed pursuant to EC 9.7007(5) and a signed statement that notice was posted and mailed to those on the list; A copy of the notice; A copy of the meeting notes and sign-in sheet described at EC 9.7007(9); and A copy of the site plan presented at the meeting. Filing Fee A filing fee must accompany all applications. The fee varies depending upon the type of application and is adjusted periodically by the City Manager. Check with Planning staff at the Permit and Information Center to determine the required fee or check the City website at www.eugeneplanning.org Submittal Requirements: Provide 3 paper copies and one CD copy of all application materials (i.e. written statement, site plans, etc.) in pdf paper copies are identical. Following completeness review, an updated CD and additional paper copies may be Written Statement Clearly state whether the application is to be reviewed under General or Needed Housing criteria. Submit a detailed written statement which describes the proposed use of the property and how the proposed planned unit development satisfies all applicable approval criteria (EC 9.8300-9.8310 and 9.8320 or 9.8325). The statement must include the names, addresses, and telephone numbers of the design team members, and designation of the professional coordinator for the project. Site Plan Requirements and Tax Lot numbers involved in the request on the site plan. Show a vicinity map on the site plan (vicinity map does not need to be drawn to scale). Show the dimensions of the plan boundary, dimensions of proposed lots, approximate square footage calculations, and proposed parcel lines. Show the location of parcel lines and other layout details for future division of parcels greater than 13,500 square feet. Show the location of all existing and proposed structures and indicate whether the existing structures will remain or be removed. Provide elevation drawings that portray the scale and appearance of proposed buildings. www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 2 of 8 Provide a tabulation of all impervious surface areas (existing and proposed), including the amount of area covered by building(s), parking, and the amount of area devoted to open space Indicate on the site plan and provide a supporting written statement addressing the solar lot standards (this applies only to land zoned R-1, and R-2). Provide a cover sheet with the certification and signatures of the professional coordinator and all design team members for the project. Each drawing must be stamped and signed by the licensed professional responsible for preparing the plans. Show the width and location of all existing and proposed public and private easements. Show all contiguous property under the same ownership. The application shall include all contiguous undeveloped or partially developed property under the same ownership. Show all proposed grading for streets, building areas, and other proposed development. Show the type and size of existing or proposed fencing and/or landscape buffering. Include a phasing plan that indicates any proposed phasing for development, including the boundaries and sequencing of each phase. Wastewater Requirements Show the location and flowline elevation of the existing public wastewater sewer at proposed connection point(s). Show the existing and proposed wastewater sewer layout, including service to each lot. (Each lot must be connected to the public wastewater sewer.) Water Supply Requirements Show a diagram (including diameter) of existing and proposed water mains. Show existing and proposed fire hydrants. Is any part of the property located above 500 feet in elevation? Yes -- If yes, contact EWEB Water Engineering at 541-685-7377 to discuss water service/capacity for the site prior to application submittal No Storm Drainage Requirements Show the location and flow line elevation of the existing public piped system at proposed connection point(s) Delineate the tops-of-banks of all open waterways on and adjacent to the property. Delineate the Special Flood Hazard Area and the base flood elevation. A description of the extent to which a watercourse will be altered or relocated as a result of proposed development, including a stormwater analysis of pre- and post-development flows. www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 3 of 8 Show existing and proposed storm drainage, including the type of facilities proposed for collection, conveyance, and treatment of storm water for all lots and development consistent with the stormwater provisions at EC 9.6790 9.6795. Submit a stormwater analysis that demonstrates compliance with stormwater provisions at EC 9.6790 - 9.6795. Indicate whether the stormwater system or portions thereof are proposed for public or private maintenance. If applicable, submit a draft Operations and Maintenance Plan (for private facilities) and/or Operations and Maintenance Agreement (for public facilities) consistent with EC 9.6797. Tree Preservation Requirement Provide a tree preservation plan and report prepared by a certified arborist or approved equivalent. Both the plan and reports shall demonstrate compliance with EC 9.8320(4)(b), (c) and (d), and/or other applicable requirements. Show the location, size and species of existing trees on site that are 8 inches or more in diameter at DBH (4.5 feet above ground). Provide an assessment of the condition of the existing trees, indicate whether they will be preserved or removed, and indicate the means of preservation when applicable. Natural Features Assessment and Delineation of Applicable Boundaries on Site Plan. {źƷĻ ƦƌğƓƭ ƭŷğƌƌ ƭŷƚǞ ƷŷĻ ŅƚƌƌƚǞźƓŭ źƓŅƚƩƒğƷźƚƓ źƓ ğĭĭƚƩķğƓĭĻ ǞźƷŷ 9/ В͵БЌЋЉΛЍΜΛğΜʹ Significant on-site vegetation, including rare plants (those that are proposed for listing or are listed under State or Federal law), and native plant communities. All documented habitat for all rare animal species (those that are proposed for listing or are listed under State or Federal law). Prominent topographic features, such as ridgelines and rock outcrops shown. Wetlands, intermittent and perennial stream corridors, and riparian areas shown. Natural resource areas designated in the Metro Plan - adopted natural resource inventory. Submit a mitigation plan, in accordance with EC 9.8320(4)(c). Landscaping Requirements Show the location, species, and size of existing and proposed landscaping. Indicate means of irrigation. Show open space and landscaping proposed for open space areas. Contour Intervals www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 4 of 8 Show existing and proposed contours at one of the following intervals and must be based on City Bench Mark (North American Vertical Datum of 1988 (NAV 88). The City Bench Mark used must be noted on the plan. Indicate bench mark used. One-foot contour intervals for ground slopes up to five percent. Two-foot contour intervals for ground slopes between five and ten percent. Five-foot contour intervals for ground slopes exceeding ten percent. Parking Area Requirements Show the location, number, and dimensions of existing and proposed parking spaces, including aisle widths and disabled parking spaces. Show the location, number, and dimensions of bicycle parking spaces, including long-term and short-term bicycle parking. Show traffic circulation patterns, including the width of travel lanes. Show landscaping and screening for parking areas. Show means of protection for landscaped areas (i.e. curbs). Show the location and height of all existing and proposed lighting for parking area. Show designated car pool and van pool parking for developments with 20 or more employees. Street and Public Access Way Requirements Identify the number of peak hour trips based on the proposed development. If the development will generate 100 or more trips during any peak hour, a Traffic Impact Analysis Review shall be required in accordance with EC 9.8650 -9.8680. Identify the street classification of all streets in accordance with EC 9.6850 and EC 9.6870. Indicate potential slope easements. Provide a street center profile using ground elevations when proposed streets intersect 15% grade. Provide the distance from centerline-to-centerline of all street intersections. Show the location and widths (right-of-way and paving width) of all existing and proposed streets, intersections, and bike and pedestrian access ways, both within and adjacent to the project. Show existing and proposed curbs and sidewalks on the site and adjacent to the site. Show street connectivity and provide supporting narrative to address applicable street connectivity standards from EC 9.6815, and secondary emergency vehicle access, if applicable. Show street names for all existing and proposed streets (public and private), in accordance with EC 9.6855. Indicate the radii of all curves on the plans. www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 5 of 8 Show the location and type of existing and proposed transit-related facilities. Identify any street grade over 12 %. Show all existing private access driveways to property. When the property fronts a street under Lane County jurisdiction, also show driveway locations for adjacent properties. Submit an Alternative Traffic Safety Study (ATSS) if an adjustment is requested to required internal vehicle stacking at EC 9.6703(3)(a). the increase is more than 50% and there will be 20 or more additional peak hour trips than the previous/existing use. Demonstrate that access to the development site is located in accordance with EC 7.420. Street and Utility Improvement Requirements Show existing and proposed public and private improvements. Note on the plan whether public improvements are to be constructed publicly or privately. Note on plan the location, size and species of existing and proposed street trees. Note on plan the location of any existing or proposed street lights. Architectural Features of Proposed Buildings Indicate general building locations, bulk and height. Indicate key architectural features of proposed buildings (concept drawings okay). If subject to the South Hills, indicate how buildings proposed on slopes will blend with natural terrain. Supporting Documents ΛƭǒĬƒźƷ Ќ ĭƚƦźĻƭΜ Submit a Geotechnical Analysis, if required, to satisfy applicable criteria. Submit a preliminary title report. The applicant is responsible for meeting State/Federal wetland requirements. Submit a wetland determination and a letter of acceptance of the determination from the Oregon Division of State Lands (ODSL) and if necessary, a wetland delineation report for potential wetlands identified on the Eugene Local Wetlands Inventory (LWI) maps, West Eugene Wetlands Plan (WEWP) maps, Wetland Determination reports, or other sources which indicate the potential presence of wetlands. Submit a legal description of property included in the planned unit development application. This legal description must be typed on an 8½" x 11" white sheet of paper (no letterhead) so that it is suitable for recording (submit one copy only). www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 6 of 8 www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 8 of 8 DJUZ!PG!FVHFOF! QMBOOFE!VOJU!EFWFMPQNFOU!BOE!BEKVTUNFOU! SFWJFX!QFSNJU!BQQMJDBUJPO! ! ! TBOUB!DMBSB!USBOTJU!TUBUJPO ! ! MBOF!USBOTJU!EJTUSJDU! ! ! Gfcsvbsz!23-!312:! ! ! ! ! ! Dbnfspo!NdDbsuiz!! Mboetdbqf!Bsdijufduvsf!'!Qmboojoh! !271!Fbtu!Cspbexbz-!Fvhfof-!PS!!:8512! 652/596/8496! xxx/dbnfsponddbsuiz/dpn! ! ! ! ! MBOF!USBOTJU!EJTUSJDU! TBOUB!DMBSB!USBOTJU!TUBUJPO! QMBOOFE!VOJU!EFWFMPQNFOU!BOE!BEKVTUNFOU!SFWJFX!QFSNJU!BQQMJDBUJPO! ! ! ! Uijt!qbhf!jt!joufoujpobmmz!cmbol/! ! ! ! ! ! !! !! !JOJUJBM!TVCNJUUBM!!}!!!Gfcsvbsz!23-!312:!JOEFY! Dbnfspo!NdDbsuiz ADJUSTMENT REVIEW Please complete the following application checklist. Note that additional information may be required upon further review in order to adequately address the applicable criteria for approval. If you have any questions about filling out this application, please contact th Avenue, Eugene. Planning staff at the Permit and Information Center, phone (541) 682-5377, 99 West 10 List all Assessor’s Map and Tax Lot numbers of the property included in the request. Proposals are required to include all property under contiguous ownership of the applicant. Assessor’s Map Tax Lot Existing Zoning Code Sections Proposed for Adjustment Review List specific code sections for which adjustment review is proposed. Check if the Adjustment Review is for any of the following: Large commercial facility Large multi-tenant commercial facility, or Multiple-family housing Does adjustment request affect at least 2 of the following: Yes No (If yes, this application will be processed as a major adjustment review.) (a)Maximum front yard setbacks (b)Building orientation, (c)Building entrances (d)On-site pedestrian circulation, (e)Block requirements or street layout: Does adjustment request include stormwater drainage facilities: Yes No (If request includes Pollution Reduction/Flow Control, submit approved alternative design. If request includes Source Control, submit DAR form.) Does request include an adjustment of internal vehicle stacking at Eugene Code Section 9.6703(3)(a): Yes No If yes, submit an Alternative Traffic Safety Study (ATSS). Associated pending Land Use Application or Building Permit numbers: www.eugene-or.gov/planning Planning & Development Updated: March 2014 Planning Division TH 99 W. 10 Avenue, Eugene, OR 97401 Phone: 541.682.5377 or E-mail:eugeneplanning@ci.eugene.or.us Page 1 of 3 Filing Fee A filing fee must accompany all applications. The fee varies depending upon the type of application and is adjusted periodically by the City Manager. Check with Planning staff at the Permit and Information Center to determine the required fee or check website at www.eugeneplanning.org Submittal Requirements: Provide 3 paper copies and one CD copy of all application materials (i.e. written statement, site plans, etc.) in pdf format at the time of initial submittal. Please note that it is the applicant’s responsibility to make sure that the CD and paper copies are identical. Following completeness review, an updated CD and additional paper copies may be required. All site plans must be folded to a size equal or less than 11” x 17”. Written Statement Submit a detailed written statement describing how this request is consistent with all applicable criteria beginning at Eugene Code Section 9.8030. Please note: it is the applicant’s responsibility to provide adequate information demonstrating how the project satisfies the applicable approval criteria. Failure to provide such information may result in denial of your application. Submit an Alternative Traffic Safety Study (ATSS) if an adjustment is requested to required internal vehicle stacking at EC 9.6703(3)(a). Demonstrate that access to the development site is located in accordance with EC 7.420. Site Plan Requirements Show date, north arrow, and standard engineer’s or architect’s scale. Show the Assessor’s Map and Tax Lot numbers. Show a vicinity map on the plan. (Vicinity map does not need to be drawn to scale.) Show the dimensions of the site plan boundary. Show the location of all existing structures and indicate whether they will remain or be removed. Show any site features necessary to illustrate the basis for the proposed adjustment. Show access to the development site. Site Plan must be prepared, stamped and signed by one of the following: Oregon Licensed architect, Oregon licensed civil engineer, Oregon licensed landscape architect, a member of the American Institute of Certified Planners, or an Oregon licensed land surveyor. www.eugene-or.gov/planning Planning & Development Updated: March 2014 Planning Division TH 99 W. 10 Avenue, Eugene, OR 97401 Phone: 541.682.5377 or E-mail:eugeneplanning@ci.eugene.or.us Page 2 of 3 PLANNED UNIT DEVELOPMENT, TENTATIVE Please complete the following application checklist. Note that additional information may be required after further review in order to adequately address the applicable approval criteria. If you have any questions about filling out this application, please contact Planning staff at the Permit and Information Center, phone (541) 682-5377, 99 West 10th Avenue, Eugene. Proposals are required to include all property under contiguous ownership of the applicant. Tax Lot Zoning Area of Request (square feet/acres): Existing Use of Property: Proposed Use of Property: Number of Dwellings: Existing: Proposed: Number of Lots: Existing: Proposed: Planned Unit Development Approval Criteria (check one): General (EC 9.8320) Needed Housing (EC 9.8325) Is site included on City acknowledged Statewide Goal 5 Inventory? Yes No Uncertain Does adjustment request include stormwater drainage facilities: Yes No (If request includes Pollution Reduction/Flow Control, submit approved alternative design. If request includes Source Control, submit DAR form.) Pre-application Conference (as required per EC 9.7005): Date: Conference No.: www.eugene-or.gov/planning Planning & Development Updated: February, 2016 Planning Division 99 W. 10 Avenue, Eugene, OR 97401 TH Phone: 541.682.5377 or E-mail: eugeneplanning@ci.eugene.or.us Page 1 of 8 MBOF!USBOTJU!EJTUSJDU! TBOUB!DMBSB!USBOTJU!TUBUJPO! QMBOOFE!VOJU!EFWFMPQNFOU!BOE!BEKVTUNFOU!SFWJFX!QFSNJU!BQQMJDBUJPO!! JOEFY! MBOE!VTF!BQQMJDBUJPO!GPSNT! Qmboofe!Voju!Efwfmpqnfou! Bekvtunfou!Sfwjfx ! 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ʐ5Œ5ŴB ǘǧƔǘ5ǧȘ 5ǿȘ5Ŵ55 ̂˼˼˟˷˾ˠ 5ʊ aúń ǘ!ǧńúŴÒ ́̅̅˟˷˽ˠ ǿúŴÒŒ˷èƔƔǘˍ ˷ɼ5ʐ ǘƔǿ555ǧ555Ș˷Ɣ5 ǘǧƔ ǿȲǧË!k˷ŪƔȲŴȘ{ Ș˗ 5ǿ5Ū5Ŵ ˖5 Ș5ŴB 5ʊ5ǿ ǘǧƔǘǧȘʐ ŒúŴ ́́˟ ŒƔkńǧˍ 5Œ5ŴB ǘƔǿ555ǘǧƔǘ5ǧȘʐ ǘǧƔ ǿȲǧË!k˷ŪƔȲŴȘ{ SET ISSUEDATE ǘ˿ǘ˿ ǘ˿ ǘ˿ ǘa ǘa ǧŪƔɶ!aŒ aƔŒŒ!ǧ{ ǧa ǘ̀ ǿɼ ǘa ǿɼ ǘ̀ ǘa !{ {ǧƔǘ ƔËË ʦƔŴ Prelim SD/CE2018-12-21 ǘ˽ ǘa ǿȘǘǘúŴÒ ǿȘƔŴǿ ǘa ǘa ǘa ˖̀˷́ ɶèúkŒǿ˗ ˾˟ ǿǣȲ!ǧˍ ǘǧk!ǿȘ kƔŴkǧȘ TENTATIVE PUD2019-02-08 ǧa ǧa ˾́˟ ǧa ǧa 5ǿȘ5Ș5ƔŴ Șǧ5Ŵǿ5Ș ǿúȘ ŒúÒèȘúŴÒ ǧa 55ǿŒ5ŴB 55ŴȘ5ǧ ǘa ˾ ǘ˽ ǘ!ǧńúŴÒ !Ŵ{ {ǧúɶǿˏ ǘa ǿɼ 5Ș55ȘȲǧB ǿ5555ǧ55 ǘa ˾́˟ ǘƔǿȘ ŒúÒèȘ ǘ˿ ǘa ǘ˽ǘ!ǧńúŴÒ ŒƔȘˏ ǘ˾ Ș{ ǘ˽ ˾́˟ {ƔȲaŒ è!{ ǘƔǿȘ ŒúÒèȘ ˾̀˟ !{ ǿɼ ǿɼ ǘ˿ ǘa ǘ˽ ǘ!Șèɼ!ʐǿˏ ˟ ̀ ˾ ǘa ̂́́ ́ ǘa ˽̀˟ ǘƔǿȘ ŒúÒèȘ !{ ǿɼǘ˾ !{ PROJECT TRACKING ǘa ǘa ǘ̀ {ǧúɶǿ !Ŵ{ ɼ!Œńɼ!ʐǿˏ ǘa ǘ˽ ǿɼ {ƔȲaŒ è!{ ǘƔǿȘ ŒúÒèȘ RBA #:1821 ˾˾̄˟˷˿ˠ˾˾̄˟˷̀ˠ ǧ Ș{ !{ ǘ˽ ˖ ˖˽ è!{ ˾́˟ˍ ˽ è!{ ˽̀˟˗ 5 Ū !k ɶ CLIENT #: ǘa ǘa ǘ˽ǘa !k!k!k 5 5 ǘ˽ ǧ Ľ Ș{ ƕ CONT #: ǘa 5 ˽̄˟ ˿ ǧ Ǩ ǿɼ ǘ!ǧńúŴÒ kƔȲŴȘǿ 5 Ɣ 5 ̀ P.I.C: Ǩ 5ǧ 5 ǿ55ǧ5ɶ 5Ȳ ǧŒúË aȲúŒ{úŴÒ̅˟ ș ́ ́́ 5 B ̀ PM / PA: Ǩ ǿɼ ǘ˾ǘ˾ ɶèúkŒ ̃̀ ǿǘ!kǿ ˖˿ !{!˗ 5 ˾̀˟ 5 !{ ǘ˿ œ 5Ș55ȘȲǧB ǿ5555ǧ55 ˗ Ș{ ̄̃˟˷̃ˠ ˽̄ ǿǘ!kǿ ˖ǘȲaŒúk ǧƔɼˍ ǿȘ!Ŵ{!ǧ{˗ ˿ ǘa ǘa ǘ̀ ǿȘ!ȘúƔŴ ǿúÒŴ ́́ ǿǘ!kǿ ˖ǘǧúɶ!Ș ǘǧƔǘǧȘʐˍ ǿȘ!Ŵ{!ǧ{˗ ̅˟ Owner ǘa ŴB ń55ǘ5ǧń5 55 ǘa ǘa ǘ˿ LANE TRANSIT DISTRICT aúń ˽̄˟˾̂ ǿǘ!kǿ ˖˽̂ ŒƔŴÒ˷ȘǧŪ ˖aúń ŒƔkńǧǿ˗ˎ !{ ʊúǿȘúŴÒ ˾̀˟ ǘa aúń ǘ!ǧńúŴÒ̀ ǿèƔǧȘ˷ȘǧŪ kƔɶǧ{ˍ ̂ ǿèƔǧȘ˷ȘǧŪ ƔËË˷ǿúȘ ̀́˟˷̅ˠ aȲúŒ{úŴÒ ȲŴkƔɶǧ{˗ ǿɼ ǿɼ ǿɼ ˿̃˟ǘa ǘ˿ !{ ȘƔ ǧŪ!úŴ !{ ̂ ̂ ǿɼ ǘa ǘa ǿúȘ !ǧ!ǿ ˫ʊúǿȘúŴÒǘǧƔǘƔǿ{ ǘa ǘ̀ Project Name ǘa ǘ˾ SANTA CLARA ǘ˽ úŪǘǧɶúƔȲǿ !ǧ!ǿˏ ˿̅ˍ˼˿̂ ǿË ˽˽́ˍ˾́́ ǿË ǘ̀ ǘ˽ǘa ǘ̀ ǘa TRANSIT STATION ǿɼ ǘa ǿɼ ǘa !{ ɶèúkŒ !ǿǘè!ŒȘ ǘ!ɶúŴÒ ˿̂ˍ̄˽́ ǿË ́˼ˍ̂̅̅ ǿË ɶk !{ ́̀ ɶk ɶk ɶèúkŒ kƔŴkǧȘ ǘ!ɶúŴÒ ˼ ǿË ˿˿ˍ˼̃́ ǿË !k !k ÒǧŴ Œ!Ŵ ǘȲaŒúk ǿ!ŴúȘ!ǧʐ !Ŵ{ ǿȘƔǧŪ ǿɼǧ !ǿŪŴȘ Project Address ǘ{ǿȘǧú!Ŵ ɼ!Œńǿˍ kȲǧaǿ ˾ˍ˾˾˽ ǿË ˿˼ˍ˿˽̅ ǿË ˖Œƕl"œ˗ ɼú{Șèˏ ˽˾˷ËȘ PROJECT ADDRESS aȲúŒ{úŴÒǿ ˼ ǿË ˽ˍ˽̂˾ ǿË ȘƔ ǧŪ!úŴ ǘǧɶúƔȲǿ !ǧ!ǿˏ ˽̀˾ˍ˼˿˾ ǿË ̂́ˍ̄˽˿ ǿË ǘŒ!ŴȘ a{ ́ˍ̂̄̄ ǿË ˾˿ˍ˾̀˼ ǿË ɶk ̀˾̃˟˷˽˽ˠ ǿȘƔǧŪɼ!Șǧ ˼ ǿË ˾˽ˍ˽̀̂ ǿË ȲŴúǧǧúÒ!Ș{ Œ!ɼŴ ˽˿̂ˍ˿̀̀ ǿË ˾˼ˍ̂˽̄ ǿË ́̃˾˟˷̄ˠ LANDSCAPE SITE ɶèúkŒ ŒƔ!{{ ÒǧƔȲŴ{kƔɶǧ ˼ ǿË ̄˼̅ ǿË kŴȘǧ ŒúŴ ȘƔ kŴȘǧ ŒúŴ PLAN ƔǘŴ ǿǘ!k ˫˫ ˽̀̀ˍ˾́˿ ǿË ̅̂ˍ˽˿˾ ǿË ˖˗ ǘǧƔǘǧȘʐ ŒúŴ ȘƔȘ!Œ ǿúȘ ˽̄˽ˍ˼̂̄ ǿË ˽̄˽ˍ˼̂̄ ǿË ŴƔȘǿ ˫ ǿûș !Ǩ"Ȁ ûŵlœȳ| "Ǩ" lƕɷǨ"ӐȀ ÌƕǨ bƕșé ǙǨûɷ"ș ǙǨƕǙǨșʑ "ŵ| Ǚȳbœûl ǨûÓéș˷ƕÌ˷ɽ"ʑȀː MATCHLINE ˫˫ ƔǙŵ ǿǙ"l ûŵlœȳ|Ȁ "œœ ǙǨɷûƕȳȀ "Ǩ"Ȁˍ "Ȁ ɽœœ "Ȁ ûūǙǨɷûƕȳȀ Ȁû|ɽ"œŅȀː 1.Project Traffic Engineer has indicated that levels of traffic do not meet the threshold for triggering a Traffic Impact Analysis (TIA). The L-100 estimated PM peak hour trips are: 55 vehicles and 12 bus trips, for a ˼˟˾˼˟̀˼˟̄˼˟ total of 67 trips. ǿk!Œ ˽ˠ ̽ ̀˼˟˷˼ˠ Order No. 0289849 Page5 24.Memorandum of Planned Unit Development and Site Review Performance Agreement, including the terms and provisions thereof, between Santa Clara Properties, LLC,and the City of Eugene, a municipal corporation of the State of Oregon,recordedJuly 23, 2009,Reception No. 2009-042520, Lane County Deeds and Records. 25.Restrictions, including the terms and provisions thereof, imposed by the City of Eugene in "Notice of Approval for Property Line Adjustment" recorded June 3, 2010, Reception Nos. 2010-026098, 2010-026099, and 2010-026100, Lane County Deeds andRecords. 26.Unrecorded easements for water service, including fire hydrant and irrigation control, electrical distribution, telephone, cable and electric power poles, overhead wires and appurtenances as disclosed by Site Inspection performed by this Company on June 23, 2015, and any other facts which may be disclosed by an accurate survey of the premises. 27.The rights of tenants holding under unrecorded leases. 28.This reportdoes not include a search for financing statements filed in the office of the Secretary of State, or in a County other than the County wherein the premises are situated, and no liability is assumed if a financing statement is filed in the office of the County Clerk covering fixtures, equipment and/or personal property on the premises wherein the lands are described otherthan by metes and bounds or under the rectangular survey system. 29.Any lien, or right to a lien, for services, labor, material, equipment rental or workers compensation heretofore or hereafter furnished, imposed by law and not shown by the Public Records. 30.Prior to writing an ALTA OWNERS policy, Cascade Title Company should be furnished with a statement as to parties in possession and as to any construction, alterations or repairs to the premises within the last 75 days. We also request that we be notified in the event that any funds are to be used for construction, alterations or repairs. Exception may be taken to such matters as may be shown thereby. NOTE: The property address as shown on the Assessor's Roll is: 2685 River Road Eugene, OR 97404 (Parcel11) 2613River Road Eugene, OR 97404 (Parcel 6) 2633River Road Eugene, OR 97404 (Parcel 7) 2635River Road Eugene, OR 97404 (Parcel 4) 101 Green Lane Eugene, OR 97401 (Parcel 12) Order No. 0289849 Page7 This report is preliminary to the issuance of a policy of title insurance and shall become null and void unless a policy is issued and the full premium paid. Cascade Title Co. sm: Title Officer: DEBBIE FORSTROM Cc:DANT REAL ESTATE SERVICES ATTN: ROBERT DANT EMAIL:BOB@DANT.BIZ Cc:PACIFIC REAL ESTATE INVESTMENTS ATTN: JOHN A. KENNEDY EMAIL: KENNEDY@PACIFICINV.COM Cc:EVANS, ELDER AND BROWN ATTN: JOHN BROWN EMAIL: JOHN@EEBCRE.COM Cc:LANE TRANSIT DISTRICT ATTN: RON KILCOYNE EMAIL: KELLY.PERRON@LTD.ORG EMAIL: TOM.SCHWETZ@LTD.ORG Cc:UMPQUA BANK ATTN: SAM TEYEMA EMAIL:SAMTEYEMA@UMPQUABANK.COM ATTN: TRACY THEABOLT EMAIL:TRACYTHEABOLT@UMPQUABANK.COM Order No. 0289849 Page8 PROPERTY DESCRIPTION PARCEL 1: Situated in the City of Eugene, Lane County, State of Oregon in the Southeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian anddescribed as follows:Commencing at the 2 1/2” brass capat the Southwest corner of the L. Poindexter Donation Land Claim; thenceEast 267.47 feet to a point of non-tangent curvature to the right on the centerline of River Road; thencealong said centerline and non-tangent curve to the right, having a radius center that bears South72° 34’ 23”West, 11,459.16 feet, a central angle of 00°30'18”and a long chord of South17° 10’28”East, 100.97 feet, an arc length of 100.97 feet to a point of tangency; thencealong a tangent portion of said centerline South 16° 55’ 20”East, 525.21 feet to the centerline of Green Lane;thencealong the centerline of Green Lane East, 478.11 feet to a point; thenceleaving said centerline North, 30.00 feet to the North margin of Green Lane and the true point of beginning; thenceNorth, 47.35 feet to a point of tangent curvature; thence19.22 feet along a 100.00 foot radius curve to the left, through a central angle of 11° 00’ 45”with a chord bearing North 05° 30' 22”West, 19.19 feet to a point of reverse curvature to the right; thence33.09 feet along a 175.00 foot radius reverse curve to the right, through a central angle of 10° 49’ 59” with a chord bearing North 05° 35’ 45”West, 33.04 feet to a point of reverse curvature to the left; thence175.21 feet along a 1314.00 foot radius reverse curve to the left through a central angle of 07°38’ 23”with a chord bearing North 03° 59’ 57”West, 175.08 feet to a point of reversecurvature to the right; thence4.06 feet along a 1334.00 foot radius reverse curve to the right through a central angle of00° 10’ 28”with a chord bearing North 07°43’ 54”West, 4.06 feet to a point of non-tangency;thence East,126.14 feet; thenceSouth 02° 46’ 34” East, 278.33feet to said North margin ofGreen Lane;thencealong said North margin West, 121.80feetreturningto the true point of beginning, in Lane County, Oregon. PARCEL 2: Situated in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian and described as follows:Beginningat a point on the South margin of Hunsaker Lane, said point being East, 893.90 feet and South, 20.00 feet from the 2 ½"brass cap at the Southwest corner of the L. Poindexter Donation Land Claim; thenceSouth, 61.50 feet to a point of tangent curvature; thence17.78 feet along a 150.00 foot radius curve to the left, through a central angle of 6° 47’ 24”with a chord bearing South 03° 23’ 42”East, 17.77 feet to a point of tangency; thenceSouth 06° 47’ 24”East, 26.47 feel to a point of tangent curvature;thence10.19 feet along a 100.00foot radius curve to the right, through a central angle of 05°50’ 12”with a chord bearing South03°52’18”East, 10.18 feet to a point of reverse curvature to the left; thence155.79 feet along a 1334.00 foot radius reverse curve to the left, through a central angle of06°41’ 29”with a chordbearing South 04° 17’ 56”East, 155.70 feet to a point of non-tangency;thenceWest, 87.86 feet; thenceNorth 02° 46’ 34”West, 271.25 feet to said South margin of Hunsaker Lane;thencealong said South margin East, 84.46 feet,returning to the point ofbeginning, in Lane County, Oregon. Continued- Order No. 0289849 Page9 Property Description Continued- PARCEL 3: Situated in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the WillametteMeridian and described as follows:Beginningat a pointon the South margin of Hunsaker Lane, said point being East, 1023.44 feet and South, 20.00 feet from the 21/2”brass cap at the Southwest corner of the L. Poindexter Donation Land Claim; thenceSouth02° 46’ 34”East, 271.25 feet; thenceWest, 126.14 feet to a point of non-tangentcurvature;thencealong a non-tangent curve to the right, having aradius center that bears North 82°21'20”East, 1334.00 feet, a central angle of 06°41’ 29”and a long chord of North 04° 17’ 56”West, 155.70 feet, an arc length of 155.79 feet to apoint ofreverse curvature to the left; thence 10.19feet along a 100.00 foot radius reverse curve to theleft, through a central angle of05° 50’ 12”with a chord bearing North 03° 52’ 18”West, 10.18 feetto a point of tangency; thenceNorth 06°47’ 24”West, 26.47 feet to a point of tangent curvature; thence17.78 feet along a 150.00 foot radius curve to the right, through a central angle of6° 47’ 24” with a chord bearing North 03° 23’ 42”West, 17.77 feet to a point oftangency;thenceNorth, 61.50 feet to said South margin of Hunsaker Lane; thencealong said Southmargin East, 129.54 feet,returning to the point of beginning, in Lane County, Oregon. PARCEL 4: Situated in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian and described as follows:Being(a) a portion of the lands that were conveyed in the Bargain and Sale Deed to Victor J.andEvvy R. Cianci that was recorded February 27, 1989,in Reel No.1560R, Reception No.8908825,Lane County Official Records,State of Oregon, and (b) a portion of the lands that are described in "Exhibit D" of that certain "Serial Property Line Adjustment Deed 4 of 5"that was recordedMay 24, 2010,Reception No.2010-024368, Lane County Deeds and Records,State of Oregon; the perimeter ofsaid portions being more particularly described as follows:Commencing at the 2 1/2 inchbrass cap at the Southwest corner of the L. PoindexterDonation Land Claim; thenceEast 267.47 feet to a point of non-tangent curvature to the right on the centerline of River Road; thencealong said centerline and non-tangent curve to the right, having a radiuscenter that bears South 72° 34’ 23”West 11,459.16 feet, a central angle of 00°30' 18" and a long chord of South 17° 10’ 28” East 100.97 feet, an arc length of 100.97 feet to a point of tangency; thencealong said centerline South 16° 55’ 20”East 313.30 feet; thenceat right angles to said centerline North 73° 04’ 40” East 53.00 feet to the Southwest cornerof the lands that are described in "Exhibit D" of that certain "SerialProperty Line Adjustment Deed 1 of 10"that was recorded February 11, 2009, Reception No. 2009-007029, Lane County Deeds and Records,State of Oregon as said corner lies on theEast margin of said River Road and marks the true point of beginning; thence leaving said truepoint of beginningand along the South line oflast said lands the following one numbered course:(1)North89° 57’ 46” East 67.83 Feetto the Northwest cornerof the lands that are describedin that certain Warranty Deed to Neil Brown that was recorded May 25, 1960,in ReelNo. 153'60D,Reception No.240,Lane County Oregon Deed Records,State of Oregon;thencealong the West and South lines of said lands that are described in the Warranty Deed to Neil Brown (Rec. No. 240) the following two numbered courses: (2) South 00° 01’ 04” East 45.00 feet and (3) North 89° 57' 46" East 60.00 feet to the Southeast corner of last said lines, which corner lies on the West line of the lands that are described in "Exhibit D" of that certain "Serial Property Line Adjustment Deed 2 of 10" that was recorded February 11, 2009,Reception No.2009-007030, Lane County Deeds and Records, State of Oregon; Continued- Order No. 0289849 Page10 Property Description Continued (Parcel 4)- thencealong the Easterlyextension of last called South line of the lands that are described in the Warranty Deed to Neil Brown (Rec. No. 240) the following one numbered course: (4) North 89° 57’ 46”East 73.11 feetto a point that lies on the Southerly extension of the Southernmost East line of the lands that are described in "Exhibit C" of that certain "Serial Property Line Adjustment Deed 8 of 10" that was recorded February 11, 2009,Reception No. 2009-007036, Lane County Deeds and Records,State of Oregon;thencealong last said Southerly extension the followingone numbered course: (5) South 41.16 feetto a point that lies on the South line of aforesaid lands that are described in "Exhibit D" of "Serial Property Line Adjustment Deed 4 of 5";thencealong last said South line the following one numberedcourse: (6) West 73.09 feetto the Southwest corner of last said lands that are described in "Exhibit D" of"SerialProperty Line Adjustment Deed 4 of5", which point also lieson the aforesaid West line of the lands that are described in Exhibit D" of “Serial Property Line Adjustment Deed 2 of 10”;thencealong last said West line of the lands that are described in "Exhibit D" of "Serial PropertyLine Adjustment Deed 2 of 10”the following one numbered course: (7) South 00° 01’ 04” East 10.17 feet to the Northeastcorner of the lands that were conveyed in the Warranty Deed to Santa Clara Properties, LLC, an Oregon limited liability company that was recorded May 4, 2007,Reception No.2007-030291, Lane County Deeds and Records,State of Oregon; thencealong the North line of last said lands the following one numbered course: (8)South89° 57’ 46”West100.37 feetto a point on the aforesaid East margin of River Road; thencealong last said East margin the following two numbered courses: (9) North 14° 03’ 35” West 34.42 feet and (10) North16° 55’ 20” West 65.71feetreturningto the true point of beginning, in Lane County, Oregon. PARCEL 5: SITUATED in the City of Eugene, Lane County, State of Oregon in the Southeast 1/4 ofthe Southeast 1/4 of Section 11, Township 17 South,Range 4 West of the WillametteMeridian and described as follows:BEING a portion of the lands that are described in "Exhibit D" of that certain "Serial Property Line Adjustment Deed 4 of 5" that was recordedMay 24, 2010,Reception No.2010-024368, Lane County Deeds and Records, State of Oregon; the perimeter of which is more particularly described as follows:Commencing at the 2 1/2” brass cap at the Southwest corner of the L. Poindexter Donation Land Claim; THENCE East 267.47 feet to a point of non-tangent curvature to the right on the centerline of River Road; THENCE along said centerline andnon-tangent curve to the right, having a radius center that bears South 72° 34’ 23”West 11,459.16 feet, a central angle of00°30’ 18”and a long chord of South 17° 10’ 28” East 100.97 feet, an arc length of 100.97 feet to a point of tangency; THENCE along said centerline South 16°55' 20" East 525.21 feet to the centerline of Green Lane; THENCE along the centerline of Green Lane East 116.91 feet to a point; THENCE at right angles to said centerline North 30.00 feet to the Southwest corner of the lands that are describedin "Exhibit D" of that certain "Serial Property Line Adjustment Deed 2 of 10" that was recorded February 11, 2009,Reception No.2009-007030, Lane County Deeds and Records,State of Oregon; and THENCE along the West line of last said lands North 00° 01’ 04” West 102.14 feet to the Southwest corner of said lands that are described in "Exhibit D" of "Serial Property Line Adjustment Deed 4 of 5"; THENCE along the South line of last said lands East 73.09 feet to a point that lies on the Southerly extension of the Southernmost East line of the landsthat are described in "Exhibit C" of that certain "Serial Property Line Adjustment Deed 8 of 10" that was recordedFebruary 11, 2009,Reception No.2009-007036, Lane County Deeds and Records, State of Oregon and the true point of beginning; Continued- Order No. 0289849 Page11 Property Description Continued (Parcel 5)- thenceleaving said true point of beginning and along last said Southerly extension the following three numbered courses: (1) North 41.16 feet to a point that lieson the Easterly extension of the South line of the lands that are described in that certain Warranty Deed to Neil Brown that was recorded May 25. 1960 in Reel 153'60Dat Reception Number 240 in the Official Records of Lane County, State of Oregon; (2) North 45.00 feet to a point that lies on the Easterly extension of the South line of the lands that are described in "Exhibit D" of that certain "Serial Property Line Adjustment Deed 1 of 10" that was recorded February 11, 2009 at Recorder's Number 2009-007029,Lane County Deeds and Records,, State of Oregon; and (3) North 89.71 feettotheSouthernmost Southeast corner of said lands that are described in "Exhibit C" of "Serial Property Line Adjustment Deed 8 of 10" which corner lies on the North line of the aforesaid lands that are described in “Exhibit D" of "Serial Property Line Adjustment Deed 2 of 10"; THENCE along the North lines of(a) said lands that are described in said “Exhibit D" of"Serial Property Line Adjustment Deed 2 of 10”and (b) the lands that are described in "Exhibit D" of that certain “Serial Property Line Adjustment Deed 9 of 10”that was recordedFebruary11, 2009 at Recorder's Number 2009-007037, Lane County Deeds and Records,State of Oregon the following one numbered course: (4) East 270.31feet to the Northeastcorner of said lands that are described in "Exhibit D" of "Serial Property Line Adjustment Deed 9 of 10”, which Northeastcorner lies at a point of non-tangent curvature to the left; THENCE along the East lines of last said lands the following two numbered courses: (5) along said non-tangent curvature to the left, having a radius center that bears North 82° 21’ 20”East 1334.00 feet, a central angle of 0°10’28”anda long chord of South 7° 43’ 54” East 4.06 feet, an arc length of 4.06 feet to a point of reverse curvature to the right; and (6) along said reverse curvature to the right, having a radius center that bears South82° 10’ 51” West1314.00 feet, a central angleof7° 06’ 37”and a long chord of South4° 15’ 50”East 162.96 feet, an arc length of 163.07 Feetto a point of non-tangentline that lies on the aforesaid East line of the lands that are described in “ExhibitD”of "Serial Property Line Adjustment Deed 9 of 10”; THENCE leaving last said East line and crossing intosaid lands that are described in “Exhibit D” of “SerialProperty Line Adjustment Deed 9 of 10”the following three numbered courses: (7) West 114.56 feet to a point of tangent curvature to the left; (8)along said tangent curvature to the left, having a radius center that bears South 18.00 feet, a central angle of32° 22’ 44” and a long chord of South 73° 48’ 38”West 10.04 feet, an arc length of 10.17 feet to a point of reverse curvature to the right; and (9) along said reverse curvatureto the right, having a radius center that bears North 32°22’ 44”West 42.00 feet, a central angle of 32° 22’ 44”and a long chord of South 73° 48’ 38” West 23.42 feet, an arc length of 23.73 feetto a point of tangent line; and THENCE continuing through said lands that are described in "Exhibit D" of "SerialProperty Line Adjustment Deed 9 of 1 0" andcrossing said lands that are described in "Exhibit D" of"Serial Property Line Adjustment Deed 2of 10" the following one numbered course(10)West 136.29 feetRETURNING totheTRUEPOINT OF BEGINNING, in Lane County, Oregon. PARCEL 6: SITUATED in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian and described as follows:BEING (a) all of the lands that are described in that certain Warranty Deed to Neil Brown that was recorded May 25, 1960 in Reel 153'60Dat Reception Number 240 in the Official Records of Lane County, State of Oregon and (b) a portion of the lands that are described in "Exhibit D" of that certain "Serial Property Line Adjustment Deed 3 of 5" that was recordedMay 24, 2010at Recorder's Number 2010-024367, Lane County Deeds and Records, State of Oregon; the perimeter of which is more particularly described as follows: Continued- Order No. 0289849 Page12 Property Description Continued (Parcel 6)- Commencing at the 2 1/2” brass cap at the Southwest corner of the L. Poindexter Donation Land Claim; THENCEEast 267.47 to a point of non-tangent curvature to the right on the centerline of River Road; THENCE along said centerline and non-tangent curve to the right, having a radius center that bears South 72° 34’23”West 11,459.16 feet, a central angle of00°30’18”and a long chord of South 17°10’28”East100.97 feet, an arc length of 100.97 feet to a point of tangency; THENCE along said centerline South 16°55’20”East 313.30 feet; THENCE at right angles to said centerline North 73° 04’ 40”East 53.00 feet to the Southwestcornerof the lands that are described in "Exhibit D" of that certain “Serial Property Line Adjustment Deed 1of10”that was recorded February 11, 2009 at Recorder's Number 2009-007029,Lane County Deeds and Records,State of Oregon as saidcornerlies on theEast margin of said River Road; and THENCE along the South line of last said lands North 89°57’46”East 127.83 feet to a 5/8”iron pin that marks the Northeast corner of said lands that are described in the Warranty Deed to Neil Brown (Rec. No. 240) and the TRUE POINT OF BEGINNING; THENCE leaving said TRUE POINT OF BEGINNING and along the Easterly extension of last said South line of the lands that are described in “ExhibitD”of“Serial Property Line Adjustment Deed 1of10”the following one numbered course: (1) North 89° 57’ 46”East 73.12 feet to a point that lies on the Southerly extension of the Southernmost East line of the lands that are described in “ExhibitC”of that certain “Serial Property Line Adjustment Deed 8 of 10”that was recorded February 11, 2009 at Recorder's Number 2009-007036, Lane County Deeds and Records, State of Oregon;THENCE along last said Southerly extension the following one numbered course: (2)South 45.00 feet to a point that lies on the Easterly extension of the South line of said lands that are described in the Warranty Deed to Neil Brown (Rec. No. 240); THENCE along last said Easterly extension the following one numbered course: (3) South 89°57' 46" West 73.11 feetto the Southeast corner of saidlands that are described in theWarranty Deed to Neil Brown (Rec.No.240); THENCE along said South line of lands that are described in the Warranty Deed to Neil Brown (Rec. No. 240) the following one numbered course: (4) South 89° 57’ 46” West 60.00 feetto the Southwest corner of last said lands; THENCE along the West line of last said lands the following one numbered course: (5) North 0°01' 04" West 45.00 feetto the Northwest corner of said lands; and THENCE along theNorth line of said lands the following one numbered course: (6) North 89° 57’ 46”East 60.00feet RETURNING to the TRUE POINT OFBEGINNING, in Lane County, Oregon. PARCEL 7: SITUATED in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section11, Township 17 South, Range 4 West of the WillametteMeridian and described as follows:BEING (a) all of the lands that are described in “ExhibitD”of that certain “Serial Property LineAdjustmentDeed1of10”that was recordedFebruary 11, 2009 at Recorder's Number 2009-007029, Lane County Deeds and Records,State of Oregon and (b) a portion of the lands that are described in "Exhibit C" of that certain “Serial Property Line Adjustment Deed 2 of 5”that was recordedMay 24, 2010at Recorder'sNumber2010-024366, Lane County Deeds and Records, State of Oregon; the perimeter ofwhich is more particularly described as follows:COMMENCING at the 2 1/2” brass cap at the Southwest cornerof the L. Poindexter Donation Land Claim; THENCE East 267.47 feet to apoint of non-tangent curvature to the right on the centerline of River Road; THENCE along said centerline and non-tangent curve to the right, having a radiuscenter that bears South 72° 34’ 23”West 11,459.16 feet, a central angle of00°30’ 18” and a long chord of South 17° 10’ 28”East 100.97 feet, an arc length of 100.97 feet to apoint of tangency; THENCEalong said centerline South 16° 55’ 20” East 250.05 feet; Continued- Order No. 0289849 Page13 Property Description Continued (Parcel 7)- THENCE atright angles to said centerline North 73° 04’ 40” East 50.00 feet to the East margin of said River Road and the TRUE POINT OF BEGINNING; THENCE leaving said TRUEPOINT OF BEGINNING and along the North lines of said lands that are described in “Exhibit D” of said “SerialProperty Line Adjustment Deed 1 of 10”the following three numbered courses: ( 1) North 73° 04’ 40” East 88.91 feet to point of tangent curvature to the right; (2) along said tangent curvature to the right, having a radius center that bears South 16° 55’ 20” East 100.00 feet, a central angle of 16° 55’ 20”and a long chord of North 81° 32’ 20”East 29.43 feet, an arc length of 29.53 feet to a point of tangent line; and (3) along said non-tangentlineEast 34.92 feetto the Northwest cornerof said lands that are described in “Exhibit C” of said “Serial Property Line Adjustment Deed2 of 5”; THENCE along the North line of last said lands the following one numbered course: (4) East 73.15 feetto the Southernmost Southeast cornerof the lands that are described in “Exhibit C”of that certain “Serial Property Line Adjustment Deed 8 of 10” that was recorded February 11, 2009,at Recorder'sNumber 2009-007036, Lane County Deeds and Records,State of Oregon; THENCE along the Southerly extension of the Southernmost East line of last said lands the following one numbered course: (5)South 89.71 feetto a point that lies on the Easterly extension of the South line of said lands that are described in “Exhibit D” of “Serial Property Line Adjustment Deed 1 of 10”;THENCE along said extension the following one numbered course: (6)South 89° 57’ 46”West 73.12 feetto the Southeast cornerof last saidlands; THENCE along last said South line the following one numbered course: (7) South 89° 57’ 46”West 127.83 feetto a point that lies on the East margin of River Road; THENCE along said East marginof River Road the following three numberedcourses: (8) North 16° 55’ 20”West 53.21 feet; (9) South 89° 57’ 46”West 3.14 feet; and (10) NORTH 16° 55’ 20” West 9.12 feet RETURNING to the TRUE POINT OF BEGINNING, in Lane County, Oregon. PARCEL 8: SITUATED in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian and described as follows: BEING (a) a portion of the lands that are described in “ExhibitD”of that certain “Serial Property Line Adjustment Deed 9 of 10”that was recorded February 11, 2009 at Recorder's Number 2009-007037, Lane County Deeds and Records,State of Oregonand (b) a portion of the lands that are described in “ExhibitD”of that certain “Serial Property Line Adjustment Deed 2 of 10”that was recorded February 11, 2009 at Recorder's Number 2009-007030, Lane County Deeds and Records,State of Oregon; the perimeter of which portions is more particularly described as follows: COMMENCING at the 2 1/2”brass cap at the Southwestcornerof the L. Poindexter Donation Land Claim; THENCE East 267.47 feet to a point of non-tangent curvature to the right on the centerline of River Road; THENCE along said centerline and non-tangent curve to the right, having a radius center that bears South 72° 34’23”West 11,459.16 feet, a central angle of 00°30’18”and a long chord of South 17°10’28”East100.97 feet, an arc length of100.97 feet to apoint of tangency; THENCE along said centerline South 16°55’20”East 525.21 feet to the centerline of Green Lane; THENCE along the centerline of Green Lane East 116.91 feet to a point; and THENCE at right angles to said centerline North 30.00 feet to theSouthwestcornerof said lands that are described in “ExhibitD”of“Serial Property Line Adjustment Deed 2 of 10”and the TRUE POINT OF BEGINNING; THENCE leaving said TRUE POINTOFBEGINNINGand along said West line of the lands that aredescribed in “Exhibit D”of “Serial Property Line Adjustment Deed 2 of 10”the following one numbered course: Continued- Order No. 0289849 Page14 Property Description Continued (Parcel 8)- (1)North 0° 01’ 04"West 102.14 feet to a point that lies on last said West line; THENCE leaving said Westline and crossing through said lands that are described in “Exhibit D” of “Serial PropertyLine Adjustment Deed 2 of 10”and into said lands that are described in “Exhibit D”of "Serial Property Line Adjustment Deed 9 of 10”the following one numbered course: (2) East 209.38feet to a point of tangent curvature to the left;THENCE continuing through last said lands that are describedin “ExhibitD” of “Serial Property Line Adjustment Deed 9 or 10”the following three numbered courses: (3) along said tangent curvature to the lefthaving a radius center that bears North 42.00 feeta central angle of 32° 22’44” and a long chord of North 73° 48’ 38” East 23.42 feet, an arc length of 23.73 feet to a point of reverse curvature to the right: (4) along saidreverse curvature to the righthaving a radius center thatbearsSouth 32° 22’ 44”East 18.00 feet, a central angle of 32°22’ 44”and a long chord of North 73°48’38” East 10.04 feet,an arc length of 10.17 feet to a point of tangent line;and (5) along said tangent line East114.56feetto a point of non-tangent curvature to the right that lies on the East lines of last said lands that are describedin “Exhibit D”of“Serial Property Line Adjustment Deed 9 of 10”; THENCE along lastsaidEast lines the following four numbered courses: (6) along last said non-tangent curvature to the right, having a radius center that bears South89°17’29”West1314.00 feet, a central angle of0°31’46”and a long chord of South 0° 26’ 38”East 12.14feet, an arc length of 12.14 feetto a point of reverse curvature to the left; (7) along said reverse curvature to the left, having a radius center that bears North89° 49’ 15”East 175.00feet, a central angle of 10°49’59”and a long chord of South 5° 35’ 45”East 33.04 feet, an arc length of 33.09feetto a point of reverse curvature to the right; (8) along said reverse curvature to the right, having a radius center that bears South 78°59’ 15” West 100.00 feet, a central angle of 11° 00’ 45”and a long chord of South 5° 30’ 22” East 19.19 feet, an arc length of 19.22 feetto a point of tangent line; and (9) along last said tangent line South 47.35 feetto the Southeast cornerof said lands that are described in “Exhibit D” of “Serial Property Line Adjustment Deed 9 of 10” as said corner lies on the North margin of Green Lane; and THENCE along said North margin of Green Lane and the South lines of said lands that are described in “Exhibit D” of “Serial Property Line Adjustment Deed 9 of 10”and said lands that are described in “Exhibit D”of“Serial Property Line Adjustment Deed 2 of 10”the following one numbered course: (10)West 361.20 feetRETURNING to the TRUE POINT OF BEGINNING, in Lane County, Oregon. PARCEL 9: SITUATED in the City of Eugene,Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian and described as follows:BEING a portion of the lands that are described in “Exhibit C” of that certain “Serial PropertyLine Adjustment Deed 8 of 10”that was recorded February 11, 2009 at Recorder's Number2009-007036, Lane County Deeds and Records,State of Oregon; the perimeter of whichportion is more particularly described as follows:BEGINNING at an anglepoint in the North line of said lands that lies on the South margin of Hunsaker Lane and also lies distant East 347.73 feet and South 20.00 feet from the 2 ½"brass cap at the Southwestcornerof the L. Poindexter Donation Land Claim; THENCE leaving said POINT OF BEGINNING and running along said South margin of Hunsaker Lane the following one numbered course: (1)East 292.40 feet to a point on said North line and South Continued- Order No. 0289849 Page15 Property Description Continued (Parcel 9)- margin that lies North 138.13 feet from the Westernmost angle point in the East lines of said lands; THENCE leaving said North line and South margin and crossing said lands the following one numbered course: (2) South 138.13 feet to last said Westernmost angle point; THENCE along the SouthernmostEast line of said lands the following one numbered course: (3) South 132.80feet to the Southeastcornerof said lands; THENCE along the Southlines of said lands the following three numbered courses: (4) West 108.06 feet to a point of tangent curvature to the left; (5) along said tangent curvature to the left, having a radius center that bears South 100.00feet, a central angle of 16°55’20”and a long chord of South81° 32’ 20”West 29.43feet, an arc length of 29.53 feetto a point of tangent line; and (6) along said tangent lineSouth 73° 04’ 40”West 88.91 feet to a point that lies on the East margin of River Road;THENCE along said East margin of River Road the following two numbered courses:(7) North16° 55’ 20”West 250.05 feet to apoint of tangent curvature to the left; and (8) along said tangent curvature to the left, having a radius center that bears South 73° 04’ 40”West 11509.16 feet, a central angle of0° 15’ 18”and a long chord ofNorth 17° 02’ 58”West 51.21 feet, an arc length of 51.21 feetto apoint of transition from said East margin of River Road tothe aforesaid South margin of Hunsaker Lane;and THENCE along said transition the following one numbered course: (9) North 53° 41’21” East 21.88 feet RETURNINGto the POINT OF BEGINNING, in Lane County, Oregon. PARCEL 10: SITUATED in the City of Eugene, Lane County, State of Oregon in the Northeast 1/4 of the Southeast 1/4 of Section 11, Township 17 South, Range 4 West of the Willamette Meridian and described as follows:BEING (a) all of the lands that are described in “ExhibitD”of that certain “Serial Property LineAdjustment Deed 8 of 10” that was recorded February 11, 2009 at Recorder's Number 2009-007036, Lane County Deeds and Records,State of Oregon together with(b) a portion of the lands that are describedin “Exhibit C”of said “Serial Property Line AdjustmentDeed 8 of10”; the perimeter of which being more particularly described as follows:BEGINNING at the Northeastcornerof said lands that are described in“Exhibit D”of“Serial Property Line Adjustment Deed 8 of 10” as said corner lies on the South margin of Hunsaker Lane and also lies distant East 809.44 feet and South 20.00 feet from the 21/2” brass cap at the Southwestcornerof the L. Poindexter Donation Land Claim; THENCE leaving said POINT OF BEGINNING and said South margin of Hunsaker Lane along the following one numbered course: (1) along the East line of said lands that are described in“ExhibitD”South 2°46’34”East271.25 feetto the Southeast cornerof last said lands; THENCE along the South line of last said lands the following one numbered course: (2) West ; 182.45 feet to the Southwest cornerof last said lands: THENCE along the SouthernmostWest line of last said lands the following one numbered course: (3) North 132.80 feetto the Westernmost angle point in said SouthernmostWest line; THENCE leaving said Southernmost West line and crossingsaid lands that are described in “Exhibit C” of “Serial Property Line Adjustment Deed 8 of 10” and along the Northerly extension of last called Southernmost West line the following one numbered course: (4) North 138.13 feet to a point that lies on the aforesaid South margin of Hunsaker Lane and on the North line of said lands that are described in “Exhibit C”of“Serial Property Line Adjustment Deed 8of 10”;and THENCE along said South margin, the aforesaid North line of the lands that are described in “Exhibit C”,andthe North line of said lands that are describedin“ExhibitD”the following one numbered course: (5) East 169.31feetRETURNING to the POINT OF BEGINNING, in Lane County, Oregon. Continued- Order No. 0289849 Page16 Property Description Continued- PARCEL 11: Beginning at the Southwest corner of the L. Poindexter Donation Land Claim No. 52, Section 11, Township 17 South, Range 4 West of the Willamette Meridian; thence East 703.3 feet to a point; thence South 0° 15' West 330.0 feet to a copper pin set at the time of the original survey of the parcel of land described in Book 216, Page 11, Lane County Oregon Deed Records, thence West 144.9 feet along a fence to a 5/8 inch iron pin; thence South 147.4 feet to a 5/8 inch iron pin being the true point of beginning; thence West 152.2 feet to a point, said point being on the centerline of the County Road called the River Road as now constructed; thence South 16° 44' East 48.1 feet along said centerline of the River Road to a point; thence East 138.2 feet to a 5/8 inch iron pin; thence North 46.0 feet to a 5/8 inch iron pin, said point being the true point of beginning, in Lane County, Oregon. EXCEPT THEREFROM that portion described in deed to Lane County, recorded August 18, 1981, Reception No. 8135613, Lane County Official Records, in Lane County, Oregon. PARCEL 12: Beginning at the aluminum monument marking the Southwest corner of the Lawrence Poindexter Donation Land Claim No. 52, Township 17 South, Range 4 West of the Willamette Meridian; thenceNorth 89° 49' 30" East 1022.33 feet along the South line of said Donation Land Claim No. 52 to a point; thence South 2° 55' 30" East 330.00 feet to an iron pin set by Stephen H. Ford in 1960; thence South 2° 55' 30" East 239.28 feet to an iron pin set on the Northerly right of way line of Green Lane as described in instrument recorded in Book 446, Page 228, Lane County Oregon Deed Records, and marking the true point of beginning; thence North 2° 55' 30" West 144.58 feet to a point marked by an iron pin; thence North 89° 49' 30" East 168.98 feet to a point (referenced by an iron pin bearing South 89° 49' 30" West 4.60 feet); thence South 0° 51' 30" East 144.42 feet to an iron pin set on said Northerly right of way line of Green Lane; thence South 89° 49' 30"West 163.77 feet to the true point of beginning, in Lane County, Oregon. MAP NO. 28.15.22.55! THIS MAP IS TO ASSIST LOCATING PROPERTY. CASCADE TITLE CO. ASSUMES NO LIABILITY FOR INACCURACIES. MAP NO. 28.15.22.52! THIS MAP IS TO ASSIST LOCATING PROPERTY. CASCADE TITLE CO. ASSUMES NO LIABILITY FOR INACCURACIES. MBOF!USBOTJU!EJTUSJDU! TBOUB!DMBSB!USBOTJU!TUBUJPO! QMBOOFE!VOJU!EFWFMPQNFOU!BOE!BEKVTUNFOU!SFWJFX!QFSNJU!BQQMJDBUJPO! ! ! ! FYIJCJU!E! HFPUFDIOJDBM!SFQPSU! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! ! !JOJUJBM!TVCNJUUBM!!}!!Gfcsvbsz!23-!312:!E! Dbnfspo!NdDbsuiz ESBGU Geotechnical Investigation Santa Clara Transit Center Eugene, Oregon Prepared for: Rowell Brokaw Eugene, Oregon January 15, 2019 Foundation Engineering, Inc. Professional Geotechnical Services ESBGU Foundation Engineering, Inc. Professional Geotechnical Services Tricia Berg, AIA January 15, 2019 Rowell Brokaw 1203 Willamette, Suite 210 Eugene, Oregon 97401 Santa Clara Transit Center Project 2181060 Geotechnical Investigation Eugene, Oregon Dear Ms. Berg: We have completed the requested foundation investigation for the above-referenced project in Eugene, Oregon. Our report includes a description of our work, a discussion of the site conditions, a summary of field and laboratory testing, and a discussion of engineering analyses. Recommendations for site preparation, foundation design, and pavements are also enclosed. It has been a pleasure assisting you with this phase of your project. Please do not hesitate to contact us if you have any questions or if you require further assistance. Sincerely, FOUNDATION ENGINEERING, INC. Mallory L. McAdams James K. Maitland, P.E., G.E Geotechnical Staff Principal Engineer MLM/JKM/mw enclosures 820 NW Cornell Avenue • Corvallis, Oregon 97330 • 541-757-7645 7857 SW Cirrus Drive, Bldg 24 • Beaverton, Oregon 97008 • 503-643-1541 ESBGU TABLE OF CONTENTS BACKGROUND.............................................................................................................. 1 FIELD EXPLORATION .................................................................................................... 1 Boring .............................................................................................................................. 1 Test Pits ........................................................................................................................... 2 DISCUSSION OF SITE CONDITIONS ............................................................................ 2 Surface Conditions .......................................................................................................... 2 Subsurface Conditions.................................................................................................... 2 Ground Water .................................................................................................................. 3 LABORATORY TESTING ............................................................................................... 3 SEISMIC DESIGN........................................................................................................... 4 Seismic Response Spectrum .......................................................................................... 4 Liquefaction ..................................................................................................................... 4 ENGINEERING ANALYSIS AND DISCUSSION ............................................................ 4 Building Foundations ...................................................................................................... 4 Pavements ....................................................................................................................... 5 Signal Pole Foundation Analysis and Design ............................................................... 7 RECOMMENDATIONS.................................................................................................. 8 Material and Compaction Recommendations ............................................................... 8 Foundation Design and Construction (Driver Support Building) ................................. 9 Foundation Design and Construction (Signal Pole) ...................................................... 9 Site Preparation for the Building .................................................................................. 10 Pavement Design and Construction ............................................................................ 10 DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING ............................... 11 VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT, AND WARRANTY ................................................................................................................. 11 REFERENCES ............................................................................................................... 13 TABLES Table 1. Signal Pole Standard Maximum Base Reactions........................................ 7 Table 2. Recommended Signal Pole Foundation Depths .......................................... 8 Santa Clara Transit Center January 15, 2019 Geotechnical Investigation i Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU GEOTECHNICAL INVESTIGATION BACKGROUND Lane Transit District (LTD) is planning to construct a newtransit stationon River Road in Eugene, Oregon. The site location is shown on Figure 1A (Appendix A). We understand the site was previously developed with buildings situated on the northern and western portions of the lot. The buildings were demolished prior to our explorations. Remnants of the building pads and associated pavements remain. A preliminarysite layout (Figure 2A, Appendix A) provided by Rowell Brokaw indicates the planned improvements will include a bus loop, a driver support building, a stormwater treatment and retention pond, and a paved parking lot. A new traffic signal is also planned at the intersection of River Road and Green Lane. The bus loop will include a series of boarding locations with passenger shelters and associated sidewalks. We understand future improvements are planned in the northern portion of the lot, which were not included as part of this project. LTD is the project owner and Rowell Brokaw is the principal designer. Foundation Engineering was retained by Rowell Brokaw as the geotechnical consultant. Our scope of work was outlined in a proposal dated June 22, 2018 and authorized by a contract dated September 24, 2018. FIELD EXPLORATION Boring We drilled an exploratory boring (BH-1) near the intersection of River Road and Green Lane on October 24, 2018. The approximate boring location is shown on Figure 3A (Appendix A). The boring was drilled using a CME 55 track-mounted drill rig with mud-rotary drilling techniques. Sampling was completed at 2½-foot intervals to the maximum depth of ±25feet. Disturbed soil samples were obtained by driving a split-spoon sampler in conjunction with the Standard Penetration Test (SPT), which provides an indication of the relative stiffness or density of the soil. The boring was continually logged during drilling. The final log (AppendixB) was prepared based on areview of the field log, the laboratory test results, and an examination of the soil samples in our office.Upon completion of the exploration, the borehole was backfilled in accordance with Oregon Water Resources Department (OWRD) guidelines. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 1 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Test Pits We excavated eight exploratory test pits (TP-1 through TP-8) at the site on November 12, 2018, using a John Deere 50G rubber-tracked excavator. The test pits were dug in the vicinity of the planned pavement and structure locations based on the preliminary layoutprovided by Rowell Brokaw. The test pit locations are shown on Figure 3A. The testpitlocations were established by pacing relative to existing landmarks and nearby structures and are approximate. Disturbed soil samples were obtained for possible laboratory testing. Undrained shear strength measurements were taken on the test pit sidewalls using a field vane shear device. The soil profiles, sampling depths, and strength measurements are summarized on the test pit logs (Appendix B). Upon completion of the exploration, the test pits were backfilled with the excavated materials, and the ground surface was graded as smooth as practical. DISCUSSION OF SITE CONDITIONS Surface Conditions The site is relatively flat with ground elevations typically ranging from ±El. 390 to ±El. 393. The ground surface is predominately covered in short grass and weeds. The north and west portions of the lot contain severalareas paved with asphaltic concrete (AC) and building pads from previously demolished buildings. Subsurface Conditions The subsurface conditions are discussed below. More detailed descriptions of the subsurface conditions are provided on the boring and test pit logs in Appendix B. The explorations on the west side of the site (TP-1 through TP-3 and BH-1) indicate fill is present in the previously developed areas. The fill consists predominantly of silty gravel with some cobbles extending from the ground surface to depths ranging from ±0.8 to 8 feet. This material is locally known as bar-run fill. The explorations completed outside the filled areas (TP-4 through TP-8) encountered fine-grained soil at the ground surface. In TP-5 through TP-8, the fine-grained soil includes a ±0.5 to 1-foot thick topsoil layer comprised of non-plastic to low plasticity silt with scattered organics. The topsoil was damp and soft to stiff at the time of our investigation. A topsoil layer was not observed in TP-4, which was dug next to a running track. The topsoil in this area may have been removed as part of previous site grading. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 2 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU In BH-1, the fill is underlain by medium stiff, medium to high plasticity clay from ±2.5 to 5.3 feet. Elsewhere on the site, the fill and topsoil are underlain by medium stiff to stiff, non-plastic to low plasticity silt. The silt extended to the maximum depths of TP-1 and TP-6 (±7 to 11 feet). The silt extended to depth of ±7 to 10 feet in the other testpits. The silt transitions to sandy silt with depthat some locations. Field vane measurements in this stratum ranged from ±0.5 to >1.0 tsf. A thin layer of soft, grey silt was encountered below the brown siltin TP-4 and TP-5. The fine-grained soil is typically underlain by sandy gravel with some silt at depths ranging from ±7.5 to 12 feet. In BH-1 and TP-8, loose silty sand was encountered between the silt and sandy gravel strata. The sandy gravel is typically medium dense to very dense at depths ranging from ±7.5 to 12 feet.TP-1, TP-4, and TP-6 did not encounter the sandy gravel to the maximum depth of the explorations (±7 to 11 feet). However, we anticipate the gravel may be present at those locations at greater depths. The gravel extended to the maximum depth of BH-1 (±25.8 feet). Based on our previous explorations and a review of well logs in the vicinity of the project site, we anticipate the sandy gravel extends to a depth of ±80 feet. Ground Water The use of mud-rotary drilling methods precluded the measurement of ground water levels in the boring. No ground water or seepage was encountered in the exploratory test pits which extended to depths of up to ±12 feet. The explorations were completed following an extended period of dry weather. We reviewed logs of nearby water wells available from the OWRD website to estimate seasonal groundwater conditions. The logs indicate static water levels ranging from ±13 to 15 feet. Based on the iron-staining of the soils, we anticipate ground water levels to rise to within ± 7 feet of the ground surface in the wet winter and spring months. Perched ground water conditions may also develop near the ground surface during periods of prolonged wet weather due to the flat terrain and presence of relatively low permeable fine-grained soil. LABORATORY TESTING The laboratory work included moisture contents, percent fines, and Atterberg limits tests to help classify the soils according to the Unified Soil Classification System (USCS) and estimate their overall engineering properties. The results are summarized in Table 1C (Appendix C). Themoisture contents are also shown on the boring logs.Non-tested samples were visually classified in accordance with ASTMD2488-09a and ASTMD2487-11. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 3 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU SEISMIC DESIGN Seismic Response Spectrum A site response spectrum was developed for the site in accordance with the Oregon Structural Specialty Code (OSSC 2014), which is based on Section 1613 of the International Building Code (IBC 2012). The design maximum considered earthquake ground motion maps in the IBC (2012) are based on modified USGS (2008) maps with a 1% probability of exceedance in 50 years (i.e., a ±4,975-year return period). The modifications include factors to adjust the spectral accelerations to account for directivity and risk. The subsurface profile consists of fine-grained soil followed by gravel. Based on these conditions, a Site Class D is appropriate for design. The seismic design parameters and OSSC response spectrum are shown on Figure 4A (Appendix A). Liquefaction Liquefiable soils typically consist of saturated, loose sands and non-plastic or low plasticity silt (i.e.a PI of less than 8). Loose sand was encountered in BH-1 and TP- 8 to depths ranging from ±11.5 to 12feet. The loose soil maybe susceptible to liquefaction if a moderate to large magnitude earthquake were to occur during the wet winter and spring months. However, based on the limited thickness of the saturated soil, we anticipate the liquefaction induced settlement would be ±2 inches or less. The loose sand was encountered in our explorations outside the building and pavement areas. Therefore, we believe the liquefaction risk is relatively low. ENGINEERING ANALYSIS AND DISCUSSION Building Foundations We anticipate the building foundations will bear on medium stiff to stiff silt. We estimated the bearing capacity for the foundations assuming an undrained shear strength of ±0.6 tsf and a moist unit weight of 115 psf for the foundation soil. The calculations indicate an allowable bearing pressure of ±2,000 psf with a typical factor of safety of 3. The recommended bearing pressure is conservative for footings built on the existing bar-run fill. This bearing pressure may be increased by one-third for transient (seismic and wind) loads. We anticipate the planned building will be a relatively light, single-story structure. Based on the stiffness of the soils we anticipate the foundation settlement will be modest. For design, we recommend assuming total and differential settlement of ±½inch and ±¼ inch, respectively. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 4 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Pavements The following sections provide a summary of our analysis and design and construction recommendations for the bus loop and passenger vehicle parking lot pavements. Specifications refer to the ODOT Oregon Standard Specifications for Construction (ODOT, 2018a). Pavement design was completed using the AASHTO 1993 design method and design parameters based on the ODOT Pavement Design Guide (2007) and the City of Eugene Public Improvement Design Standards Manual (City of Eugene2016). Both flexible (AC) and rigid (PC) pavement designs were completed. The following design parameters were assumed for PCC design: reliability of 90% internal serviceability of 4.5 terminal serviceability of 2.5 overall standard deviation of 0.4 a minimum 28-day concrete compressive strength of 4,000 psi (ODOT Class 4000) and an average 28-day flexural strength of 624 psi concrete modulus of elasticity of 3,600,000 psi load transfer, J, of 3.2 subgrade resilient modulus, M, of 4,500 psi r base aggregate resilient modulus, M, of 20,000 psi r minimum base aggregate thickness of 12 inches loss of support of 1.0 modulus of subgrade reaction, k, of 100 pci drainage coefficient, C, of 1.0 d 40-year design Per ODOT Section 02001.33, the average 28-day flexural strength was calculated as 9 times the square-root of the average 28-day over-design (f’) compressive cr strength. The f’is calculated as 1.20 x f’. A minimum unconfined compressive crc strength (f’) of 4,000 psi was assumed for ODOT Class 4000 concrete.Jointed Plain c Concrete Pavement (JPCP) was assumed for rigid pavements. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 5 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU The following design parameters were assumed for AC design: reliability of 90% internal serviceability of 4.2 terminal serviceability of 2.5 overall standard deviation of 0.5 subgrade resilient modulus, M, of 4,500 psi r base aggregate resilient modulus, M, of 20,000 psi r 30-year design For our analyses, we assumed an ADT of 234 bussesbased on a bus turnover rate of one bus every ten minutes for each of the six bays for 6.5 hours each day. The design ESALs for both pavement designs (rigid and flexible) were calculated using the ADT, the pavement specific design life, and the annual ESAL factors. For busses, the City of Eugene Public Improvement Design Standards Manual (2016) specifies an annual ESAL factors of 1390 for rigid pavements and 960 for flexible pavements. Based on these values, we calculated ±13,011,000 ESALs for the rigid pavement design and ±6,528,600 ESALs for flexible pavement design. The design ESALs assume no annual growth. The ESAL factors prescribed by the City appear to correlate to fully-loaded busses. We anticipate this is a conservative assumption because many of the busses will be empty or partially loaded. The results of our analyses indicate the Bus Loop pavement should consist of either: a minimum of 11 inches of PCCover 12inches of Base Aggregate a minimum of 8 inches of AC over 26 inches of Base Aggregate The passenger vehicle parking lot will be paved with AC. We anticipate the traffic will include predominantly light passenger vehicles. We have assumed no bus traffic will be allowed in this area. Based on the limited traffic, we recommend using a nominal flexible pavement section of 3 inches of AC over 12 inches of Base Aggregate. . We anticipate the traffic in the drop off areaand driveway on the east side of the site will include the addition of occasional truck traffic (e.g. maintenance vehicles, garbage and recycling trucks, and delivery trucks). For this area we recommend increasing the flexible pavement section to 4 inches of AC over 12 inches of Base Aggregate. The pavement section for the driveway should be re-evaluated if additional traffic is expected following the development of the northern portion of the lot. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 6 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Pavement analysis was not completed for Green Lane. We recommend the pavement design be completed in accordance with the City of Eugene Public Improvement Design Standards Manual (2016). Signal Pole Foundation Analysis and Design Analysis for the signal pole foundation was completed following the requirements of the ODOT Geotechnical Design Manual (2016).We anticipate the traffic signal supports will use standard pole design in accordance with ODOT Standard Drawing TM653 and the ODOT Traffic Structures Design Manual (2018b). Drilled shaft lengths for the signal poles are typically predicated on lateral rather than vertical loads. Allowable Stress Design (ASD) methods were used since the base reactions in Table 1 are service loads. The signal pole type had not been established at the time this report was prepared. Therefore, we completed analyses to calculate minimum depths for SM1, SM2, SM3, and SM4 signal poles. Details for the signal poles were obtained from ODOT Standard Drawings TM650 to TM653 (effective December 1, 2018 to May 31, 2019). The recommended drilled shaft diameter is 36 inches for signal poles SM1 through SM3 and 42 inches for SM4. Table 1 summarizes the base reactions recommended to determine the appropriate drilled shaft lengths. Table 1. Signal Pole Standard Maximum Base Reactions Axial Shear Moment Signal Pole Type (kips) (kips) (kip-ft) SM1 2.10 5.15 80.39 SM2 2.66 6.23 105.41 SM3 3.49 7.77 138.43 SM4 4.51 9.00 173.46 Based on the conditions encountered in BH-1, we anticipate the subsurface conditions for the signal pole foundation will consist of ±5.5 feet of medium stiff clay followed by loose silty sand to a depth of ±12feet and dense to very dense gravel thereafter. For analysis, we assumed an undrained shear strength of 0.6 ksf for the clay and a friction angle () of 32 degrees and a unit weight of 110 pcf for the silty sand. Brom’s method was used to establish the minimum drilled shaft lengths. Table 2 summarizes the embedment depths for the signal poles assuming a factor of safety of 2.15 (per the ODOT Traffic Structures Design Manual 2018). These embedment depths exceed the minimum depths recommended in Figure 2-3 of the ODOT Traffic Structures Design Manual. We should be contacted during construction to confirm the assumed conditions and adjust the foundation lengths, if needed. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 7 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Table 2. Recommended Signal Pole Foundation Depths Drilled Shaft Diameter Signal Pole Type Drilled Shaft Length (feet) (inches) SM1 36 13.0 SM2 36 14.0 SM3 36 15.5 SM4 42 16.5 RECOMMENDATIONS The following recommendations assume the earthwork will be completed during dry weather. We should be contacted in the event the work occurs in the winter or late spring, so we can provide additional recommendations for wet-weather construction. Construction during wet weather will require site preparation techniques that reduce the risk of subgrade pumping. This includesusing thick Base Aggregate sections (typically ±24 inches thick) underlain by a separation geotextile in all building, pavement and construction access areas. The contractor may still experience pumping problems in the summer if the subgrade has not adequately dried. Contractors should be provided a copy of this report to review the recommendations for subgrade preparation and foundation construction. We should be provided an opportunity to meet with the contractor prior to construction to discuss the site conditions and the contractor’s approach to site preparation. Material and Compaction Recommendations Material specifications provided below refer to ODOT’s Oregon Standard Specifications for Construction (ODOT, 2018a). 1.Base Aggregate, as defined herein, should consist of relatively clean ¾ or 1-inch minus, well-graded, crushed gravel or rock meeting the gradation requirements defined in ODOT Section 02630.10 Table 02630-1. 2.Subgrade Geotextile should consist of a woven geotextile fabric meeting the requirements in ODOT Table02320-1. We should be provided a specification sheet on the selected geotextile for approval prior to delivery to the site. 3.Compact all fine-grained and granular soils to a minimum of 95% relative compaction. The maximum dry density of AASHTOT99 should be used as the standard for estimating the relative compaction. Compact all imported fill in loose lifts not exceeding 12 inches. Thinner lifts may be required if light or hand operated equipment is used. Field density tests should be run frequently to confirm adequate compaction. Areas of Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 8 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU pumping or deflection should be overexcavated and replaced with compacted Base Aggregate. Fine-grained soils may require moisture-conditioning prior to compaction to adjust the natural moisture content to within ±2% of the optimum value. Moisture conditioning may include ripping and aeration for soils too wet or ripping and wetting if the soils are too dry. Foundation Design and Construction (Driver Support Building) 4.Design the building using the seismic parameters and the response spectra in Figure 4A. These seismic parameters correspond to IBC2012/OSSC 2014 code requirements. 5.Design all footings using an allowable bearing pressure of 2,000 psf. This value assumes the footings will be supported on a minimum of 6 inches of Base Aggregate underlain by relatively undisturbed soil. The Base Aggregate should extend at least 6 inches beyond the edges of the foundations. 6.For sliding analysis, use a coefficient of friction of 0.5 between the footings and the Base Aggregate. 7.Assume total and differential settlement will be ±½ inch and ±¼ inch, if designed and constructed as recommended. 8.Use a modulus of subgrade reaction, ks, of 100 pci for slab design. This value assumes that the slabs will be supported on a minimum of 12 inches of compacted Base Aggregate underlain by firm subgrade. Reinforce all slabs to reduce cracking and warping. Rebar, instead of wire mesh, is recommended. The use of fiber as the sole method of reinforcement is not recommended. Foundation Design and Construction (Signal Pole) 9.Design the signal pole foundations according to ODOT Standard Drawing TM653. The required foundation diameter and depths should be established based on Table 1 of this report and the signal pole type. 10.The specifications for the signal pole foundation construction should follow the requirements of Section 00512 of the Oregon Standard Specifications for Construction (ODOT 2018a), supplemented by FHWA (2010). Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 9 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Site Preparation for the Building 11.Strip the existing ground as required to remove soft soils, organics, and existing pavements. Dispose of all strippings outside of construction areas. 12.Overexcavate any test pits that extend beneath the building footprint and replace thebackfill with compacted BaseAggregate. The approximate test pit locations are shown on Figure 3A (Appendix A). 13.Excavate the building area to the required grade. The excavation should provide a building pad consisting of a minimum of 12 inches of Base Aggregate beneath the slab.The foundation excavation should be completed using a hoe equipped with a smooth bucket to minimize subgrade disturbance. Do not allow the completed subgrade to dry out excessively or become saturated prior to placing the Base Aggregate. Compact the Base Aggregate as recommended in Item 3. 14.Trench for the footing locations using an excavator equipped with a smooth-edged bucket to provide a minimum of 6 inches of Base Aggregate beneath the footings. The Base Aggregate should extend at least 6 inches beyond the edges of the footings. Any loose or disturbed soil should be removed prior to backfilling. Compact the Base Aggregate as recommended in Item 3. 15.Grade the finished ground surface surrounding the building to promote drainage away from the foundations. Pavement Design and Construction 16.Strip the subgrade in the pavement areas as required to remove soft soils, organics and existing pavements. Dispose of all strippings outside of construction areas. 17.Excavate to the planned subgrade elevations and compact the subgrade to a depth of 12 inches as recommended in Item 3. dump 18.Proof-roll the compacted subgrade surface using a loaded, 10-yd 3 truck or other approved vehicle prior to placing Base Aggregate. Areas of pumping or deflection observed beneath the truck wheels may be reworked or overexcavated and replaced with compacted Base Aggregate and proof-rolled again. 19.Place the Separation Geotextile over the prepared subgrade in accordance with ODOT Section 00350. The Subgrade Geotextile should be laid flat over the subgrade and pulled tight to remove wrinkles. A minimum of ±2 feet of overlap should be provided between adjacent rolls of the Subgrade Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 10 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Geotextile. Do not allow the completed subgrade to dry out excessively or become saturated prior to placing the geotextile and Base Aggregate. 20.Place the Base Aggregate over the Separation Geotextile and compact as recommended in Item 3. 21.For the Bus Loop, provide either a minimum of 11 inches of PCC over 12 inches of compacted Base Aggregate or a minimum of 8 inches of AC over 26inches of compacted Base Aggregate. 22.For the Passenger Vehicle Parking Lot, provide a minimum 3 inches of AC over 12 inches of compacted Base Aggregate in parking areas. 23.Increase the pavement section to 4inches of AC over 12inches of compacted Base Aggregate inthe Drop-off Area and driveway. DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING Foundation Engineering should be provided the opportunity to review all drawings and specifications that pertain to site preparation, and construction of building foundations, signal pole foundations, and pavements. Site preparation will require field confirmation of the assumed foundation and pavement subgrade conditions. Mitigation of any unsuitable soil, high plastic clay, or subgrade pumping will require engineering review and judgment. That judgement should be provided by a Foundation Engineering representative. Frequent field density tests should be performed on all engineered fill, subgrade, and base rock. Foundation Engineering should be retained to provide the necessary construction observations and construction-phase geotechnical consultation. VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT, AND WARRANTY The analysis, conclusions, and recommendations contained herein assume the soil profiles encountered in the test pits andboring are representative of the site conditions. The above recommendations assume that we will have the opportunity to review final drawings and be present during construction to confirm the assumed foundation conditions. No changes in the enclosed recommendations should be made without our approval. We will assume no responsibility or liability for any engineering judgment, inspection, or testing performed by others. This report was prepared for the exclusive use of Rowell Brokaw and their design consultants for the LTD Santa Clara Community Transit Center project in Eugene, Oregon. Information contained herein should not be used for other sites or for unanticipated construction without our written consent. This report is intended for planning and design purposes. Contractors using this information to estimate construction quantities or costs do so at their own risk. Our services do not include any survey or assessment of potential surface contamination or contamination of the soil or ground water by hazardous or toxic materials. We assume that those services, if needed, have been completed by others. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 11 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Climate conditions in western Oregon typically consist of wet weather for almost half of the year (typically between mid-October and late May). It is assumed adequate drainage will be provided for all new buildings. The recommendations for site preparation and foundation drainage are not intended to represent any warranty (expressed or implied) against the growth of mold, mildew or other organisms that grow in a humid or moist environment. Our work was done in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 12 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU REFERENCES ASTM, 2011, : American Society of Testing and Materials (ASTM) International, West Conshohocken, PA, ASTM Standard D2487, DOI: 10.1520/D2487-11, 11 p., www.astm.org. ASTM, 2012, : American Society of Testing and Materials (ASTM) International, West Conshohocken, PA, ASTM Standard D698, DOI: 10.1520/D0698, 13 p., www.astm.org. City of Eugene, 2016, , City of Eugene. , FHWA, 2010, Federal Highway Administration (FHWA), Publication No. FHWA NHI-10-016. ODOT, 2018a, : Oregon Department of Transportation (ODOT), Highway Division. ODOT, 2018b, : Oregon Department of Transportation (ODOT), Highway Division. OSSC, 2014, : Based on IBC 2012. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 13 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Appendix A Foundation Engineering, Inc. ESBGU SCALE IN FEET (approx.) 03060120 2181060 ESBGU TP-4 TP-3 TP-2 TP-1 TP-5 BH-1TP-6 TP-8 TP-7 SCALE IN FEET 03060120 2181060 ESBGU 0.7 0.6 (g) 0.5 a Spectral Acceleration, S IBC 2012/OSSC 2014 0.4 Response Spectrum 0.3 0.2 0.1 0.0 00.511.522.53 Period (seconds) Notes: 1. The Design Response Spectrum is based on IBC 2012 Section 1613. 2. The following parameters are based on the modified USGS 2008 maps provided in IBC 2012/OSSC 2014: Damping = 5% Site Class=D S =0.80F =1.18S =0.95S =0.63 SaMSDS S =0.42F =1.58S =0.66S =0.44 1vM1D1 3. S and S values indicated in Note 2 are the mapped, risk-targeted maximum considered S1 earthquake spectral acclerations for 1% probability of exceedence in 50 years. 4. F and F were established based on IBC 2012, Tables 1613.3.3(1) and 1613.3.3(2) av using the selected S and S values. S and S values include a 2/3 reduction on S1DSD1 S and S as discussed in IBC 2012 Section 1613.3.4. MSM1 5. Site location is: Latitude 44.1019, Longitude -123.1305. FIGURE 4A IBC 2012/OSSC 2014 SITE RESPONSE SPECTRUM Santa Clara Transit Center Eugene, Oregon Project 2181060 ESBGU Appendix Foundation Engineering, Inc. ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU Appendix Foundation Engineering, Inc. ESBGU Foundation Engineering, Inc. Santa Clara Transit Center Project 2181060 Table 1C. MoistureContents, Percent Fines, & Atterberg Limits Sample Sample Moisture Content USCS Depth % Fines LL PL PI Number (percent) Classification (feet) SS-1-1 2.5 - 4.0 35 61 30 31 CH SS-1-2 5.0 - 6.5 43.2 SS-1-4 10.0 - 11.5 24.3 SS-1-5 12.5 - 14.0 12.7 SS-1-6 15.0 - 16.5 9.7 5.4 S-1-4 9.0 - 9.5 33.5 42 27 15 ML S-2-2 2.0 - 2.5 19.2 S-3-2 11.0 - 11.5 7.7 S-4-1 9.0 - 10.0 28.5 S-4-2 10.0 - 11.0 44.9 45 37 8 ML S-5-2 3.5 - 4.0 13.1 S-6-1 3.0 - 4.0 14.8 S-7-1 3.0 - 3.5 28.7 S-7-3 7.0 - 7.5 12.3 S-8-2 3.0 - 3.5 29 S-8-6 11.0 - 11.5 13.7 12.6 MBOF!USBOTJU!EJTUSJDU! TBOUB!DMBSB!USBOTJU!TUBUJPO! QMBOOFE!VOJU!EFWFMPQNFOU!BOE!BEKVTUNFOU!SFWJFX!QFSNJU!BQQMJDBUJPO! ! ! FYIJCJU!F! TUPSNXBUFS!BOBMZTJT! !JOJUJBM!TVCNJUUBM!!}!!Gfcsvbsz!23-!312:!F! Dbnfspo!NdDbsuiz CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225 CAPITAL Engineering & Consulting Oregon DBE/ESB/WBE #9193 1430 Willamette Street #325 www.capitalengineering.co Eugene, Oregon 97401 541-510-4225 STAMP Y R A N I M I L E R P R NOT FO N RUCTIO CONST REVISIONS TO THIS SHEET REV.DATE SET ISSUEDATE SD / PUD MILESTONES 2019-02-08 PROJECT TRACKING RBA #:1821 CLIENT #:LTD CONT #:NAME P.I.C:TINA GARD PM / PA: A. STANCLIFF Owner Project Name SANTA CLARA TRANSIT STATION Project Address RIVER ROAD AND GREEN DRAINAGE BASIN PLAN 1/16/2019 12:25:12 PM C-DB STAMP R NOT FO N RUCTIO CONST REVISIONS TO THIS SHEET REV.DATE SET ISSUEDATE SD / PUD MILESTONES 2019-02-08 PROJECT TRACKING RBA #:1821 CLIENT #:LTD CONT #:NAME P.I.C:TINA GUARD PM / PA: A. STANCLIFF Owner Project Name SANTA CLARA TRANSIT STATION Project Address RIVER ROAD AND GREEN UTILITY PLAN C-100 ESBGU Geotechnical Investigation Santa Clara Transit Center Eugene, Oregon Prepared for: Rowell Brokaw Eugene, Oregon January 15, 2019 Foundation Engineering, Inc. Professional Geotechnical Services ESBGU Foundation Engineering, Inc. Professional Geotechnical Services Tricia Berg, AIA January 15, 2019 Rowell Brokaw 1203 Willamette, Suite 210 Eugene, Oregon 97401 Santa Clara Transit Center Project 2181060 Geotechnical Investigation Eugene, Oregon Dear Ms. Berg: We have completed the requested foundation investigation for the above-referenced project in Eugene, Oregon. Our report includes a description of our work, a discussion of the site conditions, a summary of field and laboratory testing, and a discussion of engineering analyses. Recommendations for site preparation, foundation design, and pavements are also enclosed. It has been a pleasure assisting you with this phase of your project. Please do not hesitate to contact us if you have any questions or if you require further assistance. Sincerely, FOUNDATION ENGINEERING, INC. Mallory L. McAdams James K. Maitland, P.E., G.E Geotechnical Staff Principal Engineer MLM/JKM/mw enclosures 820 NW Cornell Avenue • Corvallis, Oregon 97330 • 541-757-7645 7857 SW Cirrus Drive, Bldg 24 • Beaverton, Oregon 97008 • 503-643-1541 ESBGU TABLE OF CONTENTS BACKGROUND.............................................................................................................. 1 FIELD EXPLORATION .................................................................................................... 1 Boring .............................................................................................................................. 1 Test Pits ........................................................................................................................... 2 DISCUSSION OF SITE CONDITIONS ............................................................................ 2 Surface Conditions .......................................................................................................... 2 Subsurface Conditions.................................................................................................... 2 Ground Water .................................................................................................................. 3 LABORATORY TESTING ............................................................................................... 3 SEISMIC DESIGN........................................................................................................... 4 Seismic Response Spectrum .......................................................................................... 4 Liquefaction ..................................................................................................................... 4 ENGINEERING ANALYSIS AND DISCUSSION ............................................................ 4 Building Foundations ...................................................................................................... 4 Pavements ....................................................................................................................... 5 Signal Pole Foundation Analysis and Design ............................................................... 7 RECOMMENDATIONS.................................................................................................. 8 Material and Compaction Recommendations ............................................................... 8 Foundation Design and Construction (Driver Support Building) ................................. 9 Foundation Design and Construction (Signal Pole) ...................................................... 9 Site Preparation for the Building .................................................................................. 10 Pavement Design and Construction ............................................................................ 10 DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING ............................... 11 VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT, AND WARRANTY ................................................................................................................. 11 REFERENCES ............................................................................................................... 13 TABLES Table 1. Signal Pole Standard Maximum Base Reactions........................................ 7 Table 2. Recommended Signal Pole Foundation Depths .......................................... 8 Santa Clara Transit Center January 15, 2019 Geotechnical Investigation i Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU GEOTECHNICAL INVESTIGATION BACKGROUND Lane Transit District (LTD) is planning to construct a newtransit stationon River Road in Eugene, Oregon. The site location is shown on Figure 1A (Appendix A). We understand the site was previously developed with buildings situated on the northern and western portions of the lot. The buildings were demolished prior to our explorations. Remnants of the building pads and associated pavements remain. A preliminarysite layout (Figure 2A, Appendix A) provided by Rowell Brokaw indicates the planned improvements will include a bus loop, a driver support building, a stormwater treatment and retention pond, and a paved parking lot. A new traffic signal is also planned at the intersection of River Road and Green Lane. The bus loop will include a series of boarding locations with passenger shelters and associated sidewalks. We understand future improvements are planned in the northern portion of the lot, which were not included as part of this project. LTD is the project owner and Rowell Brokaw is the principal designer. Foundation Engineering was retained by Rowell Brokaw as the geotechnical consultant. Our scope of work was outlined in a proposal dated June 22, 2018 and authorized by a contract dated September 24, 2018. FIELD EXPLORATION Boring We drilled an exploratory boring (BH-1) near the intersection of River Road and Green Lane on October 24, 2018. The approximate boring location is shown on Figure 3A (Appendix A). The boring was drilled using a CME 55 track-mounted drill rig with mud-rotary drilling techniques. Sampling was completed at 2½-foot intervals to the maximum depth of ±25feet. Disturbed soil samples were obtained by driving a split-spoon sampler in conjunction with the Standard Penetration Test (SPT), which provides an indication of the relative stiffness or density of the soil. The boring was continually logged during drilling. The final log (AppendixB) was prepared based on areview of the field log, the laboratory test results, and an examination of the soil samples in our office.Upon completion of the exploration, the borehole was backfilled in accordance with Oregon Water Resources Department (OWRD) guidelines. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 1 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Test Pits We excavated eight exploratory test pits (TP-1 through TP-8) at the site on November 12, 2018, using a John Deere 50G rubber-tracked excavator. The test pits were dug in the vicinity of the planned pavement and structure locations based on the preliminary layoutprovided by Rowell Brokaw. The test pit locations are shown on Figure 3A. The testpitlocations were established by pacing relative to existing landmarks and nearby structures and are approximate. Disturbed soil samples were obtained for possible laboratory testing. Undrained shear strength measurements were taken on the test pit sidewalls using a field vane shear device. The soil profiles, sampling depths, and strength measurements are summarized on the test pit logs (Appendix B). Upon completion of the exploration, the test pits were backfilled with the excavated materials, and the ground surface was graded as smooth as practical. DISCUSSION OF SITE CONDITIONS Surface Conditions The site is relatively flat with ground elevations typically ranging from ±El. 390 to ±El. 393. The ground surface is predominately covered in short grass and weeds. The north and west portions of the lot contain severalareas paved with asphaltic concrete (AC) and building pads from previously demolished buildings. Subsurface Conditions The subsurface conditions are discussed below. More detailed descriptions of the subsurface conditions are provided on the boring and test pit logs in Appendix B. The explorations on the west side of the site (TP-1 through TP-3 and BH-1) indicate fill is present in the previously developed areas. The fill consists predominantly of silty gravel with some cobbles extending from the ground surface to depths ranging from ±0.8 to 8 feet. This material is locally known as bar-run fill. The explorations completed outside the filled areas (TP-4 through TP-8) encountered fine-grained soil at the ground surface. In TP-5 through TP-8, the fine-grained soil includes a ±0.5 to 1-foot thick topsoil layer comprised of non-plastic to low plasticity silt with scattered organics. The topsoil was damp and soft to stiff at the time of our investigation. A topsoil layer was not observed in TP-4, which was dug next to a running track. The topsoil in this area may have been removed as part of previous site grading. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 2 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU In BH-1, the fill is underlain by medium stiff, medium to high plasticity clay from ±2.5 to 5.3 feet. Elsewhere on the site, the fill and topsoil are underlain by medium stiff to stiff, non-plastic to low plasticity silt. The silt extended to the maximum depths of TP-1 and TP-6 (±7 to 11 feet). The silt extended to depth of ±7 to 10 feet in the other testpits. The silt transitions to sandy silt with depthat some locations. Field vane measurements in this stratum ranged from ±0.5 to >1.0 tsf. A thin layer of soft, grey silt was encountered below the brown siltin TP-4 and TP-5. The fine-grained soil is typically underlain by sandy gravel with some silt at depths ranging from ±7.5 to 12 feet. In BH-1 and TP-8, loose silty sand was encountered between the silt and sandy gravel strata. The sandy gravel is typically medium dense to very dense at depths ranging from ±7.5 to 12 feet.TP-1, TP-4, and TP-6 did not encounter the sandy gravel to the maximum depth of the explorations (±7 to 11 feet). However, we anticipate the gravel may be present at those locations at greater depths. The gravel extended to the maximum depth of BH-1 (±25.8 feet). Based on our previous explorations and a review of well logs in the vicinity of the project site, we anticipate the sandy gravel extends to a depth of ±80 feet. Ground Water The use of mud-rotary drilling methods precluded the measurement of ground water levels in the boring. No ground water or seepage was encountered in the exploratory test pits which extended to depths of up to ±12 feet. The explorations were completed following an extended period of dry weather. We reviewed logs of nearby water wells available from the OWRD website to estimate seasonal groundwater conditions. The logs indicate static water levels ranging from ±13 to 15 feet. Based on the iron-staining of the soils, we anticipate ground water levels to rise to within ± 7 feet of the ground surface in the wet winter and spring months. Perched ground water conditions may also develop near the ground surface during periods of prolonged wet weather due to the flat terrain and presence of relatively low permeable fine-grained soil. LABORATORY TESTING The laboratory work included moisture contents, percent fines, and Atterberg limits tests to help classify the soils according to the Unified Soil Classification System (USCS) and estimate their overall engineering properties. The results are summarized in Table 1C (Appendix C). Themoisture contents are also shown on the boring logs.Non-tested samples were visually classified in accordance with ASTMD2488-09a and ASTMD2487-11. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 3 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU SEISMIC DESIGN Seismic Response Spectrum A site response spectrum was developed for the site in accordance with the Oregon Structural Specialty Code (OSSC 2014), which is based on Section 1613 of the International Building Code (IBC 2012). The design maximum considered earthquake ground motion maps in the IBC (2012) are based on modified USGS (2008) maps with a 1% probability of exceedance in 50 years (i.e., a ±4,975-year return period). The modifications include factors to adjust the spectral accelerations to account for directivity and risk. The subsurface profile consists of fine-grained soil followed by gravel. Based on these conditions, a Site Class D is appropriate for design. The seismic design parameters and OSSC response spectrum are shown on Figure 4A (Appendix A). Liquefaction Liquefiable soils typically consist of saturated, loose sands and non-plastic or low plasticity silt (i.e.a PI of less than 8). Loose sand was encountered in BH-1 and TP- 8 to depths ranging from ±11.5 to 12feet. The loose soil maybe susceptible to liquefaction if a moderate to large magnitude earthquake were to occur during the wet winter and spring months. However, based on the limited thickness of the saturated soil, we anticipate the liquefaction induced settlement would be ±2 inches or less. The loose sand was encountered in our explorations outside the building and pavement areas. Therefore, we believe the liquefaction risk is relatively low. ENGINEERING ANALYSIS AND DISCUSSION Building Foundations We anticipate the building foundations will bear on medium stiff to stiff silt. We estimated the bearing capacity for the foundations assuming an undrained shear strength of ±0.6 tsf and a moist unit weight of 115 psf for the foundation soil. The calculations indicate an allowable bearing pressure of ±2,000 psf with a typical factor of safety of 3. The recommended bearing pressure is conservative for footings built on the existing bar-run fill. This bearing pressure may be increased by one-third for transient (seismic and wind) loads. We anticipate the planned building will be a relatively light, single-story structure. Based on the stiffness of the soils we anticipate the foundation settlement will be modest. For design, we recommend assuming total and differential settlement of ±½inch and ±¼ inch, respectively. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 4 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Pavements The following sections provide a summary of our analysis and design and construction recommendations for the bus loop and passenger vehicle parking lot pavements. Specifications refer to the ODOT Oregon Standard Specifications for Construction (ODOT, 2018a). Pavement design was completed using the AASHTO 1993 design method and design parameters based on the ODOT Pavement Design Guide (2007) and the City of Eugene Public Improvement Design Standards Manual (City of Eugene2016). Both flexible (AC) and rigid (PC) pavement designs were completed. The following design parameters were assumed for PCC design: reliability of 90% internal serviceability of 4.5 terminal serviceability of 2.5 overall standard deviation of 0.4 a minimum 28-day concrete compressive strength of 4,000 psi (ODOT Class 4000) and an average 28-day flexural strength of 624 psi concrete modulus of elasticity of 3,600,000 psi load transfer, J, of 3.2 subgrade resilient modulus, M, of 4,500 psi r base aggregate resilient modulus, M, of 20,000 psi r minimum base aggregate thickness of 12 inches loss of support of 1.0 modulus of subgrade reaction, k, of 100 pci drainage coefficient, C, of 1.0 d 40-year design Per ODOT Section 02001.33, the average 28-day flexural strength was calculated as 9 times the square-root of the average 28-day over-design (f’) compressive cr strength. The f’is calculated as 1.20 x f’. A minimum unconfined compressive crc strength (f’) of 4,000 psi was assumed for ODOT Class 4000 concrete.Jointed Plain c Concrete Pavement (JPCP) was assumed for rigid pavements. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 5 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU The following design parameters were assumed for AC design: reliability of 90% internal serviceability of 4.2 terminal serviceability of 2.5 overall standard deviation of 0.5 subgrade resilient modulus, M, of 4,500 psi r base aggregate resilient modulus, M, of 20,000 psi r 30-year design For our analyses, we assumed an ADT of 234 bussesbased on a bus turnover rate of one bus every ten minutes for each of the six bays for 6.5 hours each day. The design ESALs for both pavement designs (rigid and flexible) were calculated using the ADT, the pavement specific design life, and the annual ESAL factors. For busses, the City of Eugene Public Improvement Design Standards Manual (2016) specifies an annual ESAL factors of 1390 for rigid pavements and 960 for flexible pavements. Based on these values, we calculated ±13,011,000 ESALs for the rigid pavement design and ±6,528,600 ESALs for flexible pavement design. The design ESALs assume no annual growth. The ESAL factors prescribed by the City appear to correlate to fully-loaded busses. We anticipate this is a conservative assumption because many of the busses will be empty or partially loaded. The results of our analyses indicate the Bus Loop pavement should consist of either: a minimum of 11 inches of PCCover 12inches of Base Aggregate a minimum of 8 inches of AC over 26 inches of Base Aggregate The passenger vehicle parking lot will be paved with AC. We anticipate the traffic will include predominantly light passenger vehicles. We have assumed no bus traffic will be allowed in this area. Based on the limited traffic, we recommend using a nominal flexible pavement section of 3 inches of AC over 12 inches of Base Aggregate. . We anticipate the traffic in the drop off areaand driveway on the east side of the site will include the addition of occasional truck traffic (e.g. maintenance vehicles, garbage and recycling trucks, and delivery trucks). For this area we recommend increasing the flexible pavement section to 4 inches of AC over 12 inches of Base Aggregate. The pavement section for the driveway should be re-evaluated if additional traffic is expected following the development of the northern portion of the lot. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 6 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Pavement analysis was not completed for Green Lane. We recommend the pavement design be completed in accordance with the City of Eugene Public Improvement Design Standards Manual (2016). Signal Pole Foundation Analysis and Design Analysis for the signal pole foundation was completed following the requirements of the ODOT Geotechnical Design Manual (2016).We anticipate the traffic signal supports will use standard pole design in accordance with ODOT Standard Drawing TM653 and the ODOT Traffic Structures Design Manual (2018b). Drilled shaft lengths for the signal poles are typically predicated on lateral rather than vertical loads. Allowable Stress Design (ASD) methods were used since the base reactions in Table 1 are service loads. The signal pole type had not been established at the time this report was prepared. Therefore, we completed analyses to calculate minimum depths for SM1, SM2, SM3, and SM4 signal poles. Details for the signal poles were obtained from ODOT Standard Drawings TM650 to TM653 (effective December 1, 2018 to May 31, 2019). The recommended drilled shaft diameter is 36 inches for signal poles SM1 through SM3 and 42 inches for SM4. Table 1 summarizes the base reactions recommended to determine the appropriate drilled shaft lengths. Table 1. Signal Pole Standard Maximum Base Reactions Axial Shear Moment Signal Pole Type (kips) (kips) (kip-ft) SM1 2.10 5.15 80.39 SM2 2.66 6.23 105.41 SM3 3.49 7.77 138.43 SM4 4.51 9.00 173.46 Based on the conditions encountered in BH-1, we anticipate the subsurface conditions for the signal pole foundation will consist of ±5.5 feet of medium stiff clay followed by loose silty sand to a depth of ±12feet and dense to very dense gravel thereafter. For analysis, we assumed an undrained shear strength of 0.6 ksf for the clay and a friction angle () of 32 degrees and a unit weight of 110 pcf for the silty sand. Brom’s method was used to establish the minimum drilled shaft lengths. Table 2 summarizes the embedment depths for the signal poles assuming a factor of safety of 2.15 (per the ODOT Traffic Structures Design Manual 2018). These embedment depths exceed the minimum depths recommended in Figure 2-3 of the ODOT Traffic Structures Design Manual. We should be contacted during construction to confirm the assumed conditions and adjust the foundation lengths, if needed. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 7 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Table 2. Recommended Signal Pole Foundation Depths Drilled Shaft Diameter Signal Pole Type Drilled Shaft Length (feet) (inches) SM1 36 13.0 SM2 36 14.0 SM3 36 15.5 SM4 42 16.5 RECOMMENDATIONS The following recommendations assume the earthwork will be completed during dry weather. We should be contacted in the event the work occurs in the winter or late spring, so we can provide additional recommendations for wet-weather construction. Construction during wet weather will require site preparation techniques that reduce the risk of subgrade pumping. This includesusing thick Base Aggregate sections (typically ±24 inches thick) underlain by a separation geotextile in all building, pavement and construction access areas. The contractor may still experience pumping problems in the summer if the subgrade has not adequately dried. Contractors should be provided a copy of this report to review the recommendations for subgrade preparation and foundation construction. We should be provided an opportunity to meet with the contractor prior to construction to discuss the site conditions and the contractor’s approach to site preparation. Material and Compaction Recommendations Material specifications provided below refer to ODOT’s Oregon Standard Specifications for Construction (ODOT, 2018a). 1.Base Aggregate, as defined herein, should consist of relatively clean ¾ or 1-inch minus, well-graded, crushed gravel or rock meeting the gradation requirements defined in ODOT Section 02630.10 Table 02630-1. 2.Subgrade Geotextile should consist of a woven geotextile fabric meeting the requirements in ODOT Table02320-1. We should be provided a specification sheet on the selected geotextile for approval prior to delivery to the site. 3.Compact all fine-grained and granular soils to a minimum of 95% relative compaction. The maximum dry density of AASHTOT99 should be used as the standard for estimating the relative compaction. Compact all imported fill in loose lifts not exceeding 12 inches. Thinner lifts may be required if light or hand operated equipment is used. Field density tests should be run frequently to confirm adequate compaction. Areas of Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 8 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU pumping or deflection should be overexcavated and replaced with compacted Base Aggregate. Fine-grained soils may require moisture-conditioning prior to compaction to adjust the natural moisture content to within ±2% of the optimum value. Moisture conditioning may include ripping and aeration for soils too wet or ripping and wetting if the soils are too dry. Foundation Design and Construction (Driver Support Building) 4.Design the building using the seismic parameters and the response spectra in Figure 4A. These seismic parameters correspond to IBC2012/OSSC 2014 code requirements. 5.Design all footings using an allowable bearing pressure of 2,000 psf. This value assumes the footings will be supported on a minimum of 6 inches of Base Aggregate underlain by relatively undisturbed soil. The Base Aggregate should extend at least 6 inches beyond the edges of the foundations. 6.For sliding analysis, use a coefficient of friction of 0.5 between the footings and the Base Aggregate. 7.Assume total and differential settlement will be ±½ inch and ±¼ inch, if designed and constructed as recommended. 8.Use a modulus of subgrade reaction, ks, of 100 pci for slab design. This value assumes that the slabs will be supported on a minimum of 12 inches of compacted Base Aggregate underlain by firm subgrade. Reinforce all slabs to reduce cracking and warping. Rebar, instead of wire mesh, is recommended. The use of fiber as the sole method of reinforcement is not recommended. Foundation Design and Construction (Signal Pole) 9.Design the signal pole foundations according to ODOT Standard Drawing TM653. The required foundation diameter and depths should be established based on Table 1 of this report and the signal pole type. 10.The specifications for the signal pole foundation construction should follow the requirements of Section 00512 of the Oregon Standard Specifications for Construction (ODOT 2018a), supplemented by FHWA (2010). Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 9 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Site Preparation for the Building 11.Strip the existing ground as required to remove soft soils, organics, and existing pavements. Dispose of all strippings outside of construction areas. 12.Overexcavate any test pits that extend beneath the building footprint and replace thebackfill with compacted BaseAggregate. The approximate test pit locations are shown on Figure 3A (Appendix A). 13.Excavate the building area to the required grade. The excavation should provide a building pad consisting of a minimum of 12 inches of Base Aggregate beneath the slab.The foundation excavation should be completed using a hoe equipped with a smooth bucket to minimize subgrade disturbance. Do not allow the completed subgrade to dry out excessively or become saturated prior to placing the Base Aggregate. Compact the Base Aggregate as recommended in Item 3. 14.Trench for the footing locations using an excavator equipped with a smooth-edged bucket to provide a minimum of 6 inches of Base Aggregate beneath the footings. The Base Aggregate should extend at least 6 inches beyond the edges of the footings. Any loose or disturbed soil should be removed prior to backfilling. Compact the Base Aggregate as recommended in Item 3. 15.Grade the finished ground surface surrounding the building to promote drainage away from the foundations. Pavement Design and Construction 16.Strip the subgrade in the pavement areas as required to remove soft soils, organics and existing pavements. Dispose of all strippings outside of construction areas. 17.Excavate to the planned subgrade elevations and compact the subgrade to a depth of 12 inches as recommended in Item 3. dump 18.Proof-roll the compacted subgrade surface using a loaded, 10-yd 3 truck or other approved vehicle prior to placing Base Aggregate. Areas of pumping or deflection observed beneath the truck wheels may be reworked or overexcavated and replaced with compacted Base Aggregate and proof-rolled again. 19.Place the Separation Geotextile over the prepared subgrade in accordance with ODOT Section 00350. The Subgrade Geotextile should be laid flat over the subgrade and pulled tight to remove wrinkles. A minimum of ±2 feet of overlap should be provided between adjacent rolls of the Subgrade Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 10 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Geotextile. Do not allow the completed subgrade to dry out excessively or become saturated prior to placing the geotextile and Base Aggregate. 20.Place the Base Aggregate over the Separation Geotextile and compact as recommended in Item 3. 21.For the Bus Loop, provide either a minimum of 11 inches of PCC over 12 inches of compacted Base Aggregate or a minimum of 8 inches of AC over 26inches of compacted Base Aggregate. 22.For the Passenger Vehicle Parking Lot, provide a minimum 3 inches of AC over 12 inches of compacted Base Aggregate in parking areas. 23.Increase the pavement section to 4inches of AC over 12inches of compacted Base Aggregate inthe Drop-off Area and driveway. DESIGN REVIEW/CONSTRUCTION OBSERVATION/TESTING Foundation Engineering should be provided the opportunity to review all drawings and specifications that pertain to site preparation, and construction of building foundations, signal pole foundations, and pavements. Site preparation will require field confirmation of the assumed foundation and pavement subgrade conditions. Mitigation of any unsuitable soil, high plastic clay, or subgrade pumping will require engineering review and judgment. That judgement should be provided by a Foundation Engineering representative. Frequent field density tests should be performed on all engineered fill, subgrade, and base rock. Foundation Engineering should be retained to provide the necessary construction observations and construction-phase geotechnical consultation. VARIATION OF SUBSURFACE CONDITIONS, USE OF THIS REPORT, AND WARRANTY The analysis, conclusions, and recommendations contained herein assume the soil profiles encountered in the test pits andboring are representative of the site conditions. The above recommendations assume that we will have the opportunity to review final drawings and be present during construction to confirm the assumed foundation conditions. No changes in the enclosed recommendations should be made without our approval. We will assume no responsibility or liability for any engineering judgment, inspection, or testing performed by others. This report was prepared for the exclusive use of Rowell Brokaw and their design consultants for the LTD Santa Clara Community Transit Center project in Eugene, Oregon. Information contained herein should not be used for other sites or for unanticipated construction without our written consent. This report is intended for planning and design purposes. Contractors using this information to estimate construction quantities or costs do so at their own risk. Our services do not include any survey or assessment of potential surface contamination or contamination of the soil or ground water by hazardous or toxic materials. We assume that those services, if needed, have been completed by others. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 11 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Climate conditions in western Oregon typically consist of wet weather for almost half of the year (typically between mid-October and late May). It is assumed adequate drainage will be provided for all new buildings. The recommendations for site preparation and foundation drainage are not intended to represent any warranty (expressed or implied) against the growth of mold, mildew or other organisms that grow in a humid or moist environment. Our work was done in accordance with generally accepted soil and foundation engineering practices. No other warranty, expressed or implied, is made. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 12 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU REFERENCES ASTM, 2011, : American Society of Testing and Materials (ASTM) International, West Conshohocken, PA, ASTM Standard D2487, DOI: 10.1520/D2487-11, 11 p., www.astm.org. ASTM, 2012, : American Society of Testing and Materials (ASTM) International, West Conshohocken, PA, ASTM Standard D698, DOI: 10.1520/D0698, 13 p., www.astm.org. City of Eugene, 2016, , City of Eugene. , FHWA, 2010, Federal Highway Administration (FHWA), Publication No. FHWA NHI-10-016. ODOT, 2018a, : Oregon Department of Transportation (ODOT), Highway Division. ODOT, 2018b, : Oregon Department of Transportation (ODOT), Highway Division. OSSC, 2014, : Based on IBC 2012. Santa Clara Transit Center January 15, 2019 Geotechnical Investigation 13 Project 2181060 Eugene, Oregon Rowell Brokaw ESBGU Appendix A Foundation Engineering, Inc. ESBGU SITE SCALE IN FEET 01,0002,0004,000 Note: Base map obtained from the SGS website. 2181060 ESBGU SCALE IN FEET (approx.) 03060120 2181060 ESBGU TP-4 TP-3 TP-2 TP-1 TP-5 BH-1TP-6 TP-8 TP-7 SCALE IN FEET 03060120 2181060 ESBGU 0.7 0.6 (g) 0.5 a Spectral Acceleration, S IBC 2012/OSSC 2014 0.4 Response Spectrum 0.3 0.2 0.1 0.0 00.511.522.53 Period (seconds) Notes: 1. The Design Response Spectrum is based on IBC 2012 Section 1613. 2. The following parameters are based on the modified USGS 2008 maps provided in IBC 2012/OSSC 2014: Damping = 5% Site Class=D S =0.80F =1.18S =0.95S =0.63 SaMSDS S =0.42F =1.58S =0.66S =0.44 1vM1D1 3. S and S values indicated in Note 2 are the mapped, risk-targeted maximum considered S1 earthquake spectral acclerations for 1% probability of exceedence in 50 years. 4. F and F were established based on IBC 2012, Tables 1613.3.3(1) and 1613.3.3(2) av using the selected S and S values. S and S values include a 2/3 reduction on S1DSD1 S and S as discussed in IBC 2012 Section 1613.3.4. MSM1 5. Site location is: Latitude 44.1019, Longitude -123.1305. FIGURE 4A IBC 2012/OSSC 2014 SITE RESPONSE SPECTRUM Santa Clara Transit Center Eugene, Oregon Project 2181060 ESBGU Appendix Foundation Engineering, Inc. ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU ESBGU Appendix Foundation Engineering, Inc. ESBGU Foundation Engineering, Inc. Santa Clara Transit Center Project 2181060 Table 1C. MoistureContents, Percent Fines, & Atterberg Limits Sample Sample Moisture Content USCS Depth % Fines LL PL PI Number (percent) Classification (feet) SS-1-1 2.5 - 4.0 35 61 30 31 CH SS-1-2 5.0 - 6.5 43.2 SS-1-4 10.0 - 11.5 24.3 SS-1-5 12.5 - 14.0 12.7 SS-1-6 15.0 - 16.5 9.7 5.4 S-1-4 9.0 - 9.5 33.5 42 27 15 ML S-2-2 2.0 - 2.5 19.2 S-3-2 11.0 - 11.5 7.7 S-4-1 9.0 - 10.0 28.5 S-4-2 10.0 - 11.0 44.9 45 37 8 ML S-5-2 3.5 - 4.0 13.1 S-6-1 3.0 - 4.0 14.8 S-7-1 3.0 - 3.5 28.7 S-7-3 7.0 - 7.5 12.3 S-8-2 3.0 - 3.5 29 S-8-6 11.0 - 11.5 13.7 12.6 MBOF!USBOTJU!EJTUSJDU! TBOUB!DMBSB!USBOTJU!TUBUJPO! QMBOOFE!VOJU!EFWFMPQNFOU!BOE!BEKVTUNFOU!SFWJFX!QFSNJU!BQQMJDBUJPO! ! ! ! FYIJCJU!G! OFJHICPSIPPE!PVUSFBDI! ! ! ! !JOJUJBM!TVCNJUUBM!!}!!Gfcsvbsz!23-!312:!G! Dbnfspo!NdDbsuiz Opwfncfs!:-3129! Lbuf!Qfsmf-!Dibjs! Tboub!Dmbsb!Dpnnvojuz!Pshboj{bujpo! 588:!Xfoepwfs!Tusffu! Fvhfof!PS!:8515! SF;!MUE!Tboub!Dmbsb!Usbotju!Tubujpo Ofjhicpsippe!Bqqmjdbou!Nffujoh ! Efbs!Nt/!Qfsmf-! 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