Loading...
The URL can be used to link to this page
Your browser does not support the video tag.
Home
My WebLink
About
Studies APPLICANT 5/26/2022
ranch E'NIG INEERING= si,r 197 May 25, 2022 Ben Bazer 836 S. 70'" LLC 1151 Irving Road Eugene, Oregon 97404 RE: GEOTECFwtcar. INVESTIGATION 836 S. 70"' STREET - TAX MAP/LOT 18-02-02-23-04300 SPRINGFIELD, OREGON BRANCH ENGWEERING Luc. PROJECT No. 21-287 Pursuant to your authorization, Branch Engineering Inc. BEI) has conducted a geotechnical engineering investigation at the subject site for the proposed 8 -lot subdivision of a 1.76 -acre parcel of vacant land located adjacent to 836 S. 70'" Street in Springfield, Oregon. This report is intended to present field investigation findings and site research to assess the feasibility of the proposed site development from a geotechnical engineering perspective and provide .pertinent geotechnical recommendations for design and construction. The following report has been prepared in accordance with the City of Springfield Engineering and Design Standards and Procedures Manual. Sincerely, Branch Engineering Inc. `r [£16,170 ('_ Ronald QL" L I( Aly signed by Ronald J. Derrick _� , Dato:2022.05.26 07:00:19 -07'00' NO'��15, 1y' LD EXPIRES: 12/31/2023 Ronald J. Derrick, P.E., G.E. Principal Geotechnical Engineer Branch Engineering, Inc. 836 S. 70,1 Street BEI PN 21-267 TABLE OF CONTENTS 1.0 INTRODUCTION..............................................................................................................................3 1.1 Scope of Work 3 1.2 Site Information Resources 3 2.0 PROJECT AND SITE DESCRIPTION...........................................................................................4 2.1 Site Description 4 2.2 Proposed Development 4 2.3 Site Observations and Soils 4 2.4 Ground Water 61 3.0 GEOLOGIC SETTING......................................................................................................................5 3.1 Regional Geology 5 3.2 Site Geology 6 4.0 CONCLUSIONS.................................................................................................................................6 4.1 Summary of Site Subsurface Conditions 6 4.2 Presence of Expansive Soils and Other Special Considerations 6 5.0 RECOMMENDATIONS...................................................................................................................7 6.0 REPORT LIMITATIONS................................................................................................................ 10 FIGURE t — Site Investigation Map FIGURE 2 — Site Geology Map Appendix A -Soil Logs -Well Logs -USDA Soil Survey Map & Soils Appendix B Branch Engineering, Inc. Page 12 836 S. 701^ Street BEI PN 21-287 1.0 INTRODUCTION This report presents the results and findings of Branch Engineering, Inc. (BEI) field observations and research for the subject site. The purpose of our investigation was to assess the geotechitical suitability of the subject site for the proposed development. Our work was authorized by Ben Bazer. 1.1 Scope of Work Our scope of work included a site visit and limited subsurface investigation on April 1, 2022. Five test pits were excavated to a maximum depth of 5 -feet below ground surface (BGS). The soil was visually classified in accordance with the American Society of Testing and Materials (ASTM) Method D-2488. See the attached Figure -1, Test Pit Site Plan, for test pit locations. Our work scope also included pertinent site research activities, engineering data review, analysis, and preparation of this Report A summary of findings from the exploratory test pits on site is presented in Section 4.1 of this report, and copies of nearby well logs from the Oregon Department of Water Resources online database along with the soil survey mapping of the site are presented in Appendix A. 1.2 Site Information Resources The following site investigation activities were performed and literature resources were reviewed for pertinent site information: • Review of USGS Geologic Map of Oregon, Walker and Macleod 1991 and review of the 2010 Oregon Department of Geology and Mineral Industries (DOGAMI) Geologic Map Open File Report 0-10-03 Digital Geologic Map of the Southern Willamette Valley by Jason D. McClaughry, Thomas E Wiley, Mark L. Ferns, and Ian P. Madin. • Review of online aerial photographs of site since 1994. • Five exploratory test pits performed on the site. • Review of the Lane County Area Web Soil Survey, United States Department of Agricultural (USDA) Natural Resources Conservation Service (MRCS), see Appendix A. • Review of Oregon Department of Water Resources Well Logs, see Appendix A • Oregon Structural Specialty Code 2019 (OSSC 2019), applicable building code criteria • Geology of Oregon, sixth edition by On, Orr and Baldwin, 2012. • Oregon Department of Geology and Mineral Industries (DOGAMi) website, Statewide Geohazards Viewer (HazVu), http://www.oregongeology.org/bazvu/ Branch Engineering, Inc. Page 13 836 S. 7011 Street aEI PN 21-287 DOGAMI website, Statewide Landslide Information Layer for Oregon (SLIDO) Viewer. https://gis.dogami.oregon.gov/maps/slido/ DOGAMI Interpretive Map 60: Landslide Hazard and Risk Study of Eugene -Springfield and Lane County, Oregon. 2018. Nancy C. Calhoun, William J. Burns, Jon J. Franczyk, and Gustavo Monteverde. DOGAMI Interpretive Map Series 14: Relative Earthquake Hazard Map of the Eugene - Springfield Metropolitan Area Lane County, Oregon 2000 Black G., Wang, Z., Wiley, T., Wang, Y., and Keefer, D. 2.0 PROJECT AND SITE DESCRIPTION The analyses, conclusions and recommendations contained in this report are based on site conditions as they presently exist and assume the exploratory test pits are representative of the subsurface conditions throughout the site. If, during construction, subsurface conditions differ from those encountered in the exploratory test pits, BEI requests that we be informed to review the site conditions and adjust our recommendations, if necessary. 2.1 Site Description The subject site is located at latitude 44.038622° north and 122.902851° west off South 701° Street in Springfield, Oregon. The nearest cross street is Glacier Drive, located approximately 170 -feet to the north. The site is bordered by developed single-family lots to the north and south, by forested land and Forest Ridge Drive to the west, and South 67"c Street to the east. Surface elevations on the site are highest in the southwest corner at approximately -710-feet above mean sea level (MSL), sloping to an elevation of approximately 680 -feet in the northeast corner of the site. Site topography generally slopes down to the north at <10 -degrees. The site vegetation is short grass with scattered oak and fir trees. No surface springs, or areas of water loving vegetation were found during the site investigation. 2.2 Proposed Development Based on documents provided to BEI by the client, the proposed development will be a land subdivision to create eight (8) single-family residential lots each approximately 0.17 -acre in size A public street extension of S. 69e Place will traverse the site from west to east. 2.3 Site Observations and Soils The USDA NRCS Lane County Area web soil survey maps the majority of the site as Urban land Hazelair-Dixonville complex (127C). This silty clay soil unit is characterized by 3- to 12 -percent slopes, described as moderately well drained, and originating from colluvium derived from sedimentary rock. Visual classification of the near surface soils was performed in accordance with the American Society of Testing and Materials (ASTM) Method D-2488 and the Unified Soil Classification System Branch Engineering, Inc. Page 14 836 S. 70t^ Street BEI PN 21-287 (USCS). The site subsurface soil conditions generally consisted of existing vegetation and topsoil overlying medium stiff, high plasticity clay with the presence of rock fragments 3- to 4 -feet BGS. There were no observations of gross land movement and area fir trees appear relatively straight. The site and surrounding area are mapped as pre -historic (>150 years) landslide and is in a location of moderate risk of slope instability, intermediate to high earthquake hazard, and low amplification hazard. 2.4 Groundwater No groundwater was encountered during the site exploration; however, some seepage was noted in TP -2 emanating from the topsoil zone. The area in generally is known for the presence of springs, seeps, and seasonally wet soil conditions. Surface runoff and subsurface seasonal groundwater should be expected to be encountered during, and after construction of the proposed development. Nearby geotechnical boring logs show no groundwater encountered to a depth of 30 - feet BGS. (See attached Oregon Department of Water Resources well logs in Appendix A). We expect that ground water levels (from the regional water table or perched lenses) will fluctuate With the seasons and should be expected to be highest during the late winter and spring months when rainstorms are more intense and frequent, and soils are near saturation. The hillside topography above the site will contribute to surface water on, and crossing the site. 3.0 GEOLOGIC SETTING The following sections describe the regional and local site geology. Our field findings we consistent with the geologic mapping of the site area on USGS Geologic Map of Oregon (Walker and MacLeod 1991) and the 0-10-03 Digital Geologic Map of the Southern Willamette Valley (Open -File Report DOGAMI, 2010). 3.1 Regional Geology The subject site lies within the southern portion of the Willamette Valley Geomorphic Province (WVGP), east of the Coast Range and west of the Cascade Mountains Provinces. The WVGP is regional lowland that extends from just south of Eugene, Oregon to Vancouver, Washington. In Oregon, this alluvial plain is approximately 130 miles long and 20 to 40 -miles wide (On and Orr, 1996). The WVGP is drained by the north flowing Willamette River. Deposits of silt and clay from fluvial and lacustrine environments covered the bedrock to various depths during the presence of low energy streams and lakes in the mid -Willamette Valley. Subsequent compression forces and uplifting of the Cascade and Coast Range Mountains depressed the Willamette River Valley. The rapid uplift of the Cascade and Coast Range mountains steepened stream gradients causing increased erosion of the mountains and resulting deposition of thick gravel layers incised within the fluvial and lacustrine deposits. The area of the subject site is believed to be underlain by marine Eugene formation of residuum of sedimentary rock from the late Eocene to Oligocene epochs (approximately 20 to 40 million years ago). Branch Engineering, Inc. Page 15 836 S. 7&= Street BEI PN 21-287 3.2 Site Geology The 0-10-03 2010 DOGAMI Digital Geologic Map of the southern Willamette Valley maps the site geology near a boundary of three geologic units. Landslide and Debris Avalanche Deposits (Q]d) are mapped on the site and to the north, south, and east. To the west the geology is mapped as Early Western Cascades Laves (Twcl) and Early Western Cascades Volcaniclastic Rocks and Toff (Twcv). The Landslide and Debris Avalanche Deposits unit is described as unconsolidated, chaotically mixed and deformed rock, colluvium, and soil deposited by landslides. The Early Western Cascades Laves are described as basalt and basaltic andesite, andesite, and dacite lavas that are part of the upper Eocene Fisher Formation and the upper Eocene to lower Miocene Little Butte Volcanics. Also mapped in the area to the south and east is the Early Western Cascades Volcanidastic Rocks and Tuff. Described as terrestrial volcaniclastic sedimentary rocks and ash - flow tuffs. These strata are interbedded with the Early Western Cascades lavas. Rocks in this formation are prone to landslides along high angle contacts with lavas or intrusive rocks and where bedding planes are steeply dipping. The nearby geotechnical boring logs obtained by the Oregon Department of Water Resources website for the water tower across South 67" Street from the site show silt, and silt with gravel to a depth of 20 -feet RGS. Below that the logs show siltstone to at least 30 -feet BGS. It is BEI's opinion that the siltstone is more likely to be volcaniclastic sedimentary rocks associated the Early Western Cascades Volcaniclastic Rocks mapped in the site vicinity. Surficial geology logged in the test pits consisting of basaltic rock with clay/silt, is likely colluvium and landslide deposits. 4.0 CONCLUSIONS 4.1 Summary of Site Subsurface Conditions The site soil consists of medium stiff clay with rock fragments at 3- to 4 -Leet BGS. The observed soil conditions in the exploratory test pits are consistent with the USDA NRCS and site geologic mapping, as well as with area well logs, presented in Appendix A. 4.2 Presence of Expansive Soils and Other Special Considerations Based upon previously conducted testing of similar geologic conditions and soil within 0.5 -miles of the site, a low to moderate shrink/swell potential is expected of the upper 2- to 3 -feet of the site soil profile. Exposed soil should be covered with compacted aggregate in a timely manner to minimize fluctuations in the moisture content of the subgrade soil. Slope Instability! The site is mapped as high risk, or existing landslide, on the DOGAMI online hazard viewer. Based on the SLiDO viewer and the IMS 60 report the mapped landslide extends west and another landslide is directly east of the site. The area landslides of the area are classified as deep-seated rock slide -translational and is dated as "pre -historic", indicating a slide event greater than 150 -years old. Surficial soils found in the site test pit excavations are interpreted by BEI as colluvium derived and are likely slide debris or runout from the slide that have weathered in place for many years. Light Detection and Ranging (LiDAR) imagery of the site and surrounding area indicate smoothed ground contours and no obvious scarps on the site. Branch Engineering, Inc. Page 16 836 S. 701^ Street BEI PN 21-287 Nearly all the area surrounding the site is mapped within the landslide inventory and has been developed over the past several decades with no known ground movement impacts. The risks of slope instability on the site may be managed with Geotechnical Engineering oversight and incorporating the recommendations of this report into the design and construction of the project. Recommendations to reduce the risk of slope instability to the site are discussed below. 5.0 RECOMMENDATIONS The following recommendations are for earthwork in the building foundation areas and parking areas. Earthwork shall be performed in general accordance with the standard of practice as generally described in Appendix J of the 2019 Oregon Structural Specialty Code and as specified in this report. All areas intended to directly or laterally support structures, roadways, or pavement areas shall be stripped of vegetation, organic soil, unsuitable fill, and/or other deleterious material such as moisture softened exposed soil. These strippings shall be removed from the site or reserved for use in landscaping or non-structural areas. In areas of existing trees, vegetation, or previously placed fill the required depth of site clearing/stripping may be increased. e subsurface conditions observed in our site investigation test nit excavations are consisten however. the test nits only reoresent a very small portion of the site Should soft or unsuitable soils extend to a depth greater than that described herein or areas of distinct soil variation be discovered, this office shall be notified to perform site observation and additional excavation may be recurred. Building Foundation Subgrade Preparation In areas of building foundations, the foundation excavation shall be advanced through any organic topsoil zones or previously placed fill material into suitable subgrade consisting of the colluvial clay. Stumps and roots greater than approximately 1.5 -inches in diameter, and root clusters should be removed from foundation subgrade areas. The depth to suitable subgrade is expected to be approximately 12- to 18 -inches unless in areas affected by tree stumps and vegetation where deeper excavation depths will be required to remove organic materials. To reduce the risk of slope instability, site grading should be kept to a minimum and existing mature vegetation left in place. Due to the hillside nature of the site topography, we expect that the building pads consisting of level terraces separated by vertical cuts may be required. Footings set above vertical cuts shall be set back a distance equivalent to the height of the cut or structurally connected to adjacent foundation elements and any remaining void spaces backfilled. Footings shall be set back horizontally so that bearing splay, calculated by a plane extending downward at a 1:1 (H:V) slope from the outside edge of footings does not intersect the face of excavation, or native slopes. To facilitate drainage and mitigate the potential for differential settlement we recommend that building pads be prepared with a minimum of 8 -inches of compacted open graded rock where the averaged sized rock is at least 3 -inches in diameter. A cap consisting no less than 4 -inches of compacted'''/" -0 aggregate shall be placed on the open graded rock and is recommended to extend a minimum of 12 -inches beyond foundation elements. The base of the open -graded rock shall have a daylight drain at the low point with drainage to a suitable place of disposal. Branch Engineering, Inc. Page 17 836 S. 70th Street BEI PN 21-287 Compacted aggregate with a thickness of 12 -inches or more should be compacted to a minimum 90% relative compaction as determined by modified Proctor (ASTM D-1557) which may be confirmed with compaction testing by nuclear densometer if required by the building permit. If certification by our office of the building pad preparation is required, we request notification to confirm the excavation to suitable subgrade material prior to the placement of structural fill. Pavement Area Subgrade Preparation In pavement areas, topsoil and organics shall be removed to an anticipated depth of 12- to 18 - inches. We recommend that the subgrade be proof -rolled with a loaded 10cy haul -truck, or equipment of equivalent ground pressure, to assess the subgrade consistency and identify potential soft or wet areas. Should pavement area preparation occur during the wet season additional excavation may be required, and proof -rolling atop the base rock layer is recommended, but the client needs to be aware that areas showing pumping or other indications of subgrade failure will require removal of the base rock and further soil excavation. Prior to the placement of compacted aggregate base rock in pavement areas we recommend that the GER, or designated representative, visit the site to observe the subgrade; excavation of areas of unsuitable areas of soil may be recommended to pass subsequent proof -roll. Recommendations for aggregate base rock thickness, compaction, and asphalt concrete (AC) thickness are presented below. Engineered Fill Placement Compacted aggregate placed on the site to support foundations equal or greater than 12 -inches in thickness shall meet the following specifications as included in Section 1803.5.8 of the 2019 Oregon Structural Specialty Code (OSSC). • Unless otherwise described above the fill material shall consist of compacted aggregate. • A modified Proctor (ASTM D1557) shall be used to determine the maximum dry density of the aggregate to be used. A prior moisture -density curve may be submitted from the aggregate source. • The fill material shall be placed in lifts and compacted with loose lift thickness not exceeding 8 -inches in thickness. • Compaction testing by nuclear densometer shall be used in the field to determine the in- place dry density of the fill material. • 90% relative compaction as determined by modified Proctor testing is required for a passing test. • One passing test per structure, or lift, shall be required to confirm conformance with the above specifications. Allowable hearing Capacity-. Conventional perimeter style foundations and spread footings for column loads are suitable for the proposed building construction and we recommend that loads are distributed evenly to mitigate the potential for differential settlement. If foundation areas are prepared as described in this report, the allowable bearing capacity is 1,500 pet and may be increased by 1/3 for short-term loading such as wind or seismic events. Branch Engineering, Inc. Page 18 836 S. 70th Street BEI PN 21-287 Drainage We recommend that the foundation perimeter be backfilled and graded away from the structure as soon as concrete curing allows. Footing drains are recommended on the perimeter of the foundation to be conveyed to suitable downslope location for disposal of runoff. Permanent surface drainage shall be established to convey water to suitable locations for disposal, downslope of the foundation. Final perimeter landscape grades shall slope away from the foundation and surface water shall not be allowed to pond adjacent to the foundation. A subdrain, or outlet for water that may accumulate on the building pad is recommended. The subdrain may consist of a perforated pipe with a downslope outlet, or a shallow ditch, or swale filled with open -graded rock to convey drainage to a suitable point of disposal, downslope of structures. Erosion of any exposed soil in cut slopes or fill slopes shall be mitigated by establishing vegetation or other means. Excavations For temporary cuts or utility trenches deeper than 4 -feet, slopes should be constructed according to the OSHA Technical Manual for Excavations, using a Soil Type "A" within the clay material. There should be no equipment load or other load surcharges within 10 -feet (or the height of the cut, whichever is greater) of the crest of temporary construction slopes. Utility trenches shall be adequately braced and shored using trench -boxes designed by a structural engineer. Utility trench backfill shall meet the requirements of Appendix B. Structural Pavement Section Recommendations Our recommendations used the guidance of the 1993 AASHTO Guide for Design of Pavement Structures, the 2003 revised Asphalt Pavement Design Guide, published by the Asphalt Pavement Association of Oregon, and engineered structural pavement sections developed for sites with similar soils and anticipated traffic loads. For new asphalt concrete (AC) pavement installation of the public street parking, we recommend a minimum pavement thickness of 4 -inches of AC over a minimum of 12 -inches of compacted 1.5 -inch minus crushed aggregate base material (ABM) placed atop a geotextile separation fabric. Wet season construction may likely require and increased ABM section or use of a bi-axial geogrid. Prior to placement of ABM, any soft soil, wet soil, or organic soil shall be removed from the parking subgrade. We recommend that the subgrade be moisture conditioned and compacted to at least 90% of the material's maximum dry density as determined by AASHTO T-180/ASTM D- 1557 (modified Proctor). The pavement recommendations discussed above are designed for the type of vehicle use on the site after construction completion, not for construction vehicle traffic which is generally heavier, occurs over a short time, and impacts the site before full pavement sections are constructed. The construction traffic may cause subgrade failures and the site contractor should consider over- building designated haul routes through the site to mitigate soft areas at the time of final paving. Branch Engineering, Inc. Page 19 836 S. 70th Street BEI PN 21-287 Provisions for Wet Weather Construction Dry season construction is recommended; however, excavation to subgrade can proceed during periods of light to moderate rainfall provided that the subgrade remains covered with aggregate. A total aggregate thickness of at least 18 -inches may be necessary to protect the subgrade from heavy construction traffic. Construction traffic should not be allowed directly on the subgrade only atop a sufficient compacted rock thickness to mitigate subgrade "pumping". If the subgrade becomes wet and "pumps", no construction traffic shall be allowed on the road alignment. Positive site drainage away from the street shall be maintained if site paving will not occur before the on -set of the wet season. Construction traffic haul routes will require thicker rock sections to mitigate subgrade failure. The mitigation of wet or soft subgrade, if encountered during proof -rolling or by visual observation can either be removed and replaced with compacted crushed aggregate, removed and dried or dried in-place and recompacted, or an area of sufficient size (generally at least 3 - feet beyond the edge of soft material) may be covered with a bi-axial geogrid and covered with compacted crushed aggregate. Seismic Site Classification and Hazards Based on the soil properties encountered in our site pits and on-site well log information, a Seismic Site Class D designation, stiff soil (Table 20.3-1 ASCE 7-16) is recommended for design of site structures. 6.0 REPORT LIMITATIONS This report has presented BEYs site observations and research, subsurface explorations, geotechnical engineering analyses, and recommendations for the proposed site development. The conclusions in this report are based on the conditions described in this report and we intended for the exclusive use of Ben Bazer and his representatives for use in design and construction of the development described herein. The analysis and recommendations may not be suitable for other structures or purposes. Services performed by the geotechnical engineer for this project have been conducted with the level of care and skill exercised by other current geotechnical professionals in this area. No warranty is herein expressed or implied. The conclusions in this report are based on the site conditions as they currently exist and it is assumed that the limited site locations that were physically investigated generally represent the subsurface conditions at the site. Should site development or site conditions change, or if a substantial amount of time goes by between ow site investigation and site development, we reserve the right to review this report for its applicability - if you have any questions regarding the contents of this report, please contact our office. Branch Engineering, Inc. Page 110 EL Q z 0 Q U) W z Z W rn F -- LU 7 LL B1b11 NOORO'011 IONWS :gg:Fz UzJ e_3'= ° 133N15 H10[ 5 bZ8 _ 5 r.W •'Fsy€ OOEo 10l %tlY£Z'ZOQO'81'dtlW XVl G6 NVId NOISIAIO8f1S 3A11V1N31 P' '3 4-1 N Ca1110 YYS4 i Ir Ha I` H ,126 t� \— y Hoa l 105 Twd Qld M., nad Marlin. 2000; 11cClegbry. 20091 cad year tuftbede and inaction may comm de and Palette, 199R). These mrks are. prone on with lavas or intrusive racks end wbere bedding Site Geology Map from DOGAMI Approximate Site Qld ,Location T" —1 Trvcv lair Tvyd N L k VGIanch �l I t L tULUGY MAP M8:5bb S /Utn St FIGURE -2 NEEnING Tax Map/Lot 18-02-02-23-04300 Springfield, OR no 5-25-2022 lallU t. _ P�I 1 I PROJECT NO. 21-287 L—dalide and Debris Avalanche DoI H aatermry) ig —hon, units cll"..Ve / 1 1 uncoosolideted,alandcvlOT mired and deformed wk.ro%uvawm, nod 'all deposited V landalidee. Landslide deposits cover at most 315 km=(122 mr"1 inthe map area. A J. mal.rityh 95 pemeuIn."i")ofm.dalide. deposits deur along fine eastern margin 'y of the eouthera Ivilkneafte Van., anHu. maks of the little Bute Volaauce (nap in TwcS Twcm.Twaw. TwrLTh. mit includes lobate debris—aMnche deposits _ along the writer. fiats[ of Cobug Hills likely emPlared dmioil the initial cntactrophm fn ho' of mejw I—dalide onconmea (Nadi. and othpra. a_OONI. Traggerwg mxharuswa be Innd"des and debna w-krchea to we include beavy rtiNaM earthquakes [ .a ee deoege[em. due to Irte. or come onammaa. thereof Areas 1 ¢mating bandcheddepmita should be considered at high risk for fiuther abpe vmement M.".d on Ow basis of field Ars rrghmm and ... leave as 1 in hdae DMIa. aRatt, R'estern Cascades L—aao(I—r]tine a to middle Eocene) rnoao • a.i—. Tok.TeG two. Tum. nnbn Tcobe %aamtanda ketonic ndemte andeaite and Sent.lotus rhe,—part of the ager Eocene Fwhm, I moution and the ap,—Ece... to lower Xhorene L.I. Butte 4 Vanwire TMae lavnc ace tyyical]v diseaatinuma a.d havecomplez cantor relationshipsThe.early Western romaimap varksme —lentof. and gareia lar— ar pssta(a wldepreadem5rentel vakavie provwathat deteloped cigno.Ihea'are during the middle%xenetoeu,"11iocene. Radiometric ages obt"d firom these ` Leas,urge hetween 3.3 and 1SM. n.—, 1992 Hnd'av and N.Caslin 2008). The: - tC —it. are chum ouared by low pmmombilky, low prearr y, and law wen yields V ilma d,c3gpm). Higher pecmeabihiv rows may occur locally within braccated .-- eontac a and hand ow ba.—bat may not recharge readily (Coon. and others. 2005). Wlack. ash, this unit is an a wets— wame Wer.shed rock. —Early Western Cascades Vol—atclasuc Rocks and TuH(lowec Miocene to middle Eocene) Da lk",Imn TiC Twg.Tett Teew.Tmdyttm 11-Tu1E IDW,TmM1T Tetrestcialeobemdastie sedime.mry zooms and w at ak ffi. %.car boron Man— Fisher Farmabanobdthe wipesarly talawernda6 / Little Butte VolcaEoeT W (map wwt Twdl end Peleage.e merme setltmevtmya.cb lm'p outs Tura, Tmml It' andx.Thesece memdrooedded—me wait. Too ) / ala.gthema[em edge o[tbe map ewe. 3sb-Row tags tbatxrve ea major marker �� m:4 intbe a.ik ivdude in ateahgcapkic ardez. the tud af6wPI HiV %d.tL 8E[al ��J M., nad Marlin. 2000; 11cClegbry. 20091 cad year tuftbede and inaction may comm de and Palette, 199R). These mrks are. prone on with lavas or intrusive racks end wbere bedding Site Geology Map from DOGAMI Approximate Site Qld ,Location T" —1 Trvcv lair Tvyd N L k VGIanch �l I t L tULUGY MAP M8:5bb S /Utn St FIGURE -2 NEEnING Tax Map/Lot 18-02-02-23-04300 Springfield, OR no 5-25-2022 lallU t. _ P�I 1 I PROJECT NO. 21-287 APPENDIX A: Soil Survey and Well Logs anch Borehole ID: TP -1 IXff AIN& Sheet 1 of l Client: Ben Bazer Project Name: 836 S. 70th Subdivision Project Number. 21-287 Project Location: 836 S. 70th street Springfield, Oregon Date Started: Apr 01 2022 Completed: Apr 01 2022Lagged By: RJD Checked By: RIO Drilling Contras or: -Latitude: 44.038652 Longitude: -122.902986 Elevation: Drilling Method: Test Pit Excavation Ground Water Levels Equipment: Rubber Tracked Mini Excavator Q No Groundwater Encountered, No Caving Hammer Type: IV Notes: 2 — Moisture Content: SA 30:PL and LL: *a d Material Description E Y� d 6 a 10 20 30 40 `A 80 70 00 BB Soh, brown CLAY (OH) with roots, moist (Topsoil Zone) s J Medium stiff, brown CLAY (CH) high plasticity, very moist (Colluvium) Free Swell = 70% 2 3 Stiff, reddish -brown CLAY (CHI with basalt rack fragments, mottled, most 4 5 6 7 8 9 10 ------------ 1 12 3 4 15 anch Borehole ID: TP -2 G.. ..X6: Sheet 1 of 1 Client: Ben Bazer Project Name: 836 S. 70th Subdivision Project Number: 21 287 Project Location: 836 S. 70th Street Springfield, Oregon Date Started: Apr Ol 2022 Completed: Apr Ol 2022 Logged By: R)D Checked By: SID Drilling Contractor: Latitude: 44.038652 Longitude: -122.902986 Elevation: Drilling Method: Test Pit Excavation Ground Water Levels Equipment: Rubber Tracked M lni-Excavator Q Slight Seepage In Topsoil Zone Hammer Type: _ Nates: c — Moisture Content: r r n n� ; PL and LL: 0-0 y m Material Description E ° u � 0` a o 6 LL 10 20 30 00 50 en ]n Bn 90 gg Soft, brown CLAY (OH) with roots, moist , slight seepage (Topsoil Zone) 1 ryy yKN Medium stif , brown CLAY (CH) high plasticity, very moist (Colluvium) 2 3 4 Stiff, reddish -brown CLAY (CH) with basalt rock fragments, mottled, moist 5 6 7 8 9 0 11 2 13 14 1S l'anch Borehole ID: TP -3 E GIXEE NIN Ga Sheet 1 of l Client: Ben gazer Project Name: 836 S. 70th Subdivision Project Number: 21 287 Project Location: 836 S. 70th Street Springfield, Oregon Date Started: Apr 01 2022 Completed: Apr Ol 2022 Logged B, RID Checked Sy: RJD Drilling Contractor: Latitude: 44.038652 Longitude: -122.902986 Elevation: Drilling Method: Test Pit Excavation Ground Water Levels Equipment Rubber Tracked Mini -Excavator Q NO Groundwater Encountered Hammer Type: Notes: — Moisture Content: u r r n 0.om, PL and LL:! -4 w A Material Description E u O ti x a V o is - Soft, Soft, brown CLAY (OH) with roots, moist , slight seepage (Topsoil Zone) 1 Or Medium stiff, brown CLAY (CH) high plasticity, very moist (Colluvium) 2 3 Stiff, reddish -brown CLAY (CH) with basalt rock fragments, mottled, slightly moist 4 6 6 7 8 9 10 ----------- 1 2 13 4 15 (�}B anch Borehole ID: TP -4 E 61NEERING! Sheet 1 of I Client: gen gager Project Name: 836 S. 70th Subdivision Project Number: 21-287 Project Location: 836 S. 70th Street Springfeld, Oregon Date Started: Apr 01 2022 Completed: Apr Ol 2022 Logged By: RJD Checked By: WD Drilling Contractor: Latitude: 44.038652 Longitude: -122.902986 Elevation: Drilling Method: Test Pit Excavation Ground Water Levels Equipment: Rubber Tracked Mini Excavator Q NO Groundwater Encountered Hammer Type: _ Notes-. c — Moisture Content: r s n i 3 PL and LL y A Material Descriptionw a, U co .. Y V d d ID 00 00 CO `A 60 ]0 00 90 Soft, brown CLAY (OH) with roots, moist , slight seepage (Topsoil Zone) 1 Medium stiff, grey to brown CLAY (CH) high plasticity, wet (Colluvium) 2 3 Stiff, browngreyCLAY (CH) with basalt rock fragments, waxy texture, mottled, slightly moist 4 Free Swell = 90% 5 6 7 8 9 0 71 2 3 14 44- 5 anch Borehole ID: TP -5 GIMFE BIXg; Sheet 1 of 1 Client: Ben Bazer Project Name: 836 S. 70th Subdivision Project Number: 21 287 Project Location: 836 S. 70th Street Springfield, Oregon Date Started: Apr Ol 2022 Completed: Apr Ol 2022 Logged By: HD Checked 6y. ldD Drilling Contractor: Latitude: 44.038652 Longitude: -122.902986 Elevation: Drilling Method: Test Pit Excavation Ground Water Levels Equipment: Rubber Tracked Min'o-Excavator Q No Groundwater Encountered Hammer Type: _ Notes: r: — Moisture Content: o 3 PL and LL: N Material Description Eon O j n a 0 6 10 30 30 C6 W 60 ]0 80 80 Soft, brown CLAY (OH) with roots, moist , slight seepage (Topsoil Zone) 1 Medium stiff, grey to brown CLAY (CH) high plasticity, wet (Colluvium) 2 3 Stiff, reddish brown CLAY (CH) with basalt rock fragments, mottled, slightly moist 4 5 6 7 8 9 10 11 2 13 4 15 DEC S 3 1336 („fl WE STATE OF OREGON a—z{ SOEPT. C�r1/' GEOTECHINICAL HOLE REPORT SALEM, OREGON J r I Ib us "Wred by OAR 690,290-0).5) (1) OWNEiRIPROJECT: HOIeNumber E'9 -q KNew ❑Deepening ❑Alcemfion (repaiNrecowidoo)❑Abavdonnsent (3) CONSTRUCTION: Backfill piece] from ft W fl. Filter Padt plecedtrom ft. to B. mwy Air ❑Hand Auger ❑Hollow Szem Auger ZRomry Mud ❑Cable Tool ❑Push Robe ❑Other (4) TYPE OF HOLE: ❑Uncssed Temporary xrWsed Permanent ^ ❑ Uncured Pecrommut ❑Slope Stability ❑Odus (5) USE OFHOLE: ��[ t�E����E�RMINK ❑ Fr��T��D�A���' F�2Ry�L (6) BORE HOLE CONSTRUCTION: %�. Special ConstmctionapprovaIXYer❑No Depth of Completed Hole Zd�tL t HOLE SEAL BhaRter F. 1b Marerld Fm. In Secloso oaMr a O 26 C 7 -NT 10 12-4 1 THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURI ORIGINAL & FIRST COPY -WATER (9) LOCATION OF HOLE by legal deseription: county LANE Ladmde'i'S'c21I( a�Lmglmde122oSjrR Towmship /8 N moRange Z E a® WM. Section Ark/ 114_AIW 1/4 Tac Lot Lot Block Subdivision Strew Addressofwe0(oenearestaddress) BE IMM WAML7'MWER AND NE car eg IN7)-RSErniW IIN AND 64TH Pi 9 IA9 Mop with��I�pccatlon Identlttlo�p must be allached gf6s SPKINGF'IELD 77� 6NLFQUEyzl( (10) STATIC WATER LEVEL: NA R below land surface. Do. OZ14 kt A Artesian pressure Ib. per squsre inch. Dace (11) SUBSURFACE LOG: Ground Elevation u�WE � NF—wo.", g1i f3�I1C!l1lI�I��C�''RR�Fi�ii7�� ABANDONMENT1 Date snarled Date Completed Professlonel CertlHe ration (to be signed by a licensed water supply or mocimrin, well conswctor, or rc,ulcrcd geologist or civil engineer). I.,t responsibility, for the com uctimu slrera ion, or abawonm m work Performed on during the conshucdon dales mported above. All work pedonned during this time is in compliance wiW Oregan gwwhnicm hole constructionsmtmards. Ttds report is hue w the bear Mmy knowledge and belief. Licensecr Registration Number 61lyik sigow Dam Iz 46 Affillmice DRE. X)EP—i riFni- -V AND /MIN. /N1MK ES DEPARTMENT WfTHIN 30 DAYS OF COMPLETION OF WORK Backfill piece] from ft W fl. Filter Padt plecedtrom ft. to B. Material Sizeofpack (7) CASINGSCREEN: Diameter Fmm To Gauge Steel Plarte WeMW Threaded Casing' 1 0 ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Screen: ❑ ❑ ❑ ❑ ❑ ❑ ❑ ❑ Slot vze A10 CeNN cTienl To (20UNDwAlTB ' (B) WELLTEST. NO F Pump ❑Bailer ❑ AG ❑ FlowingAnesisn Pemieabiliry Yield GPM Conductivity PH M.'rumreofwater 'FIC DepthaetesianflowfouM_ft Was warn analysis done? ❑ Yes ❑ No By whom? Depth of strata analysed. From fl, to ft Remake: THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURI ORIGINAL & FIRST COPY -WATER (9) LOCATION OF HOLE by legal deseription: county LANE Ladmde'i'S'c21I( a�Lmglmde122oSjrR Towmship /8 N moRange Z E a® WM. Section Ark/ 114_AIW 1/4 Tac Lot Lot Block Subdivision Strew Addressofwe0(oenearestaddress) BE IMM WAML7'MWER AND NE car eg IN7)-RSErniW IIN AND 64TH Pi 9 IA9 Mop with��I�pccatlon Identlttlo�p must be allached gf6s SPKINGF'IELD 77� 6NLFQUEyzl( (10) STATIC WATER LEVEL: NA R below land surface. Do. OZ14 kt A Artesian pressure Ib. per squsre inch. Dace (11) SUBSURFACE LOG: Ground Elevation u�WE � NF—wo.", g1i f3�I1C!l1lI�I��C�''RR�Fi�ii7�� ABANDONMENT1 Date snarled Date Completed Professlonel CertlHe ration (to be signed by a licensed water supply or mocimrin, well conswctor, or rc,ulcrcd geologist or civil engineer). I.,t responsibility, for the com uctimu slrera ion, or abawonm m work Performed on during the conshucdon dales mported above. All work pedonned during this time is in compliance wiW Oregan gwwhnicm hole constructionsmtmards. Ttds report is hue w the bear Mmy knowledge and belief. Licensecr Registration Number 61lyik sigow Dam Iz 46 Affillmice DRE. X)EP—i riFni- -V AND /MIN. /N1MK ES DEPARTMENT WfTHIN 30 DAYS OF COMPLETION OF WORK LANE 72772 Page I of3 STATE OF OREGON MONITORING WELL REPORT WELL I.D. LABELilL 111913 (as required by ORS 537.765 & OAR 690-240-0395) 10)17/2013 START CARD N 1021230 BI First Kara LOAN. CamPany SPRINGFIELD UTILITY BOARD Address 250 A STREET City SPRINGFIELD. State OR Zip 97477 (2) TYPE OF WORK ONew ❑ Deepening ❑ Conversion ❑Alterstionhi,pair/recondition) ❑Abandmwent 3 DRILL METHOD Rotery Air ❑K Rotary Mud Cable ❑Hollow stem Auger❑Cable Mud ❑Reverse Rotary ❑ Me, (4) CONSTRUCTION Pie iometer Wel O Depth OfComplewd Well 35.00 IT Special Standard MONUMENTNAULT Below Ground Form 0 To 1 BORE HOLE Diameter 5 From 0 TO 35 CASING But. I Froin ❑ o To 10 Gauge S80 Wld Thrd Material Osteal QPlastic ❑ ❑K LINER Dia. From ❑ To Gauge Wld Thrd Material .Steel alasbc ❑ ❑ SEAL From 1 To g Makainl Bentonite Chips Amount 1 Sacks Groutweight SCREEN Caaivg/Liner Courig— Material pVC Diameter I Fmm 10 TO 20 Slot Srzo 0.020 FILTER From g To 21 Material SILICASAND Sisoofpuck 10/2o (5) WELL IESIS O Pump O Enter O Air O Flowing Anniston Yield.sudintrit Drawdown Drill stem/Pum de t t Donation But it Tempanmre °F Lab analysis ❑Yes By Supervising Geroh ust/L+ngineer W stet quality concerns? ❑Yes (describe below) From To Drscrlmian Amount Units (6) LOCATION OF WELL (legal description) County urvE In 18.00 S N/S Range 2,00 W F./W WM See 3 NE 1/4 ofthe NIL 1/4 Tac Lot 6700 Tax Map Number Lot Lar or 44.04027778 DMS or DD Long or _122.90863889 DMS or DD (` Suratoddressofwell F Nearestaddress 1 (7) STATIC WATER LEVEL Date SWL(psi) + SWL(ft) rxistmg a eepemng �. ingW Well Flowing Artesian?❑ Dr, Hole? X❑ WATERBEARINGZONES Depth water was first found Ground Elevation (Date Started 10/7/2013 Completed 10/7/2013 (mboaded) Monitor Well Constructor CertificaBon certify that the work I performed on the construction, deepening, altraton, or abandonment of this well is in compliance with Oregon tnonlmring well construction slrmda,Materials used and infortnatlov mported above are we to tbebeso of my knowledled ge and belie£ License Number 10630 Date 10/17/2013 Password: Qf filing electronically) Signed JAMES DENNIS (E -filed) I accept respovsPoility for the exisnnrtion, deepening, alteration, m abundomuent wade performed on this well during the construction dates reported above. All work performed dming this time is in compliant, with Oregon monitoring well conannenon standards. TM1is repos is we to the best of my knowledge and belief. License Number 10563 Date 10/17/2013 Password : Effiling ciccvonically) Signed FORD STTGALL (-filed) ORIGUEAL- WATER RESOURCES DEPARTMENT THIS REPORT MUST BE SUBMIJI ED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPLETION OF WORK Form Version MONITORING WELL REPORT - continnation page LANE 72772 WELL I.D. LABEL# L 111713 10/17/2013 CASNG/LNER From To Gauge NEW I N LIZ* ■ ■ Loxf ■ ■ Me ■ ■ Low! ■ ■ LSI! ■ ■ LOX* ■ ■ SCREENS Pert/ Casiagl Screen Sem sim/ slot # of Tele/ (5) WELL TESTS Yield el/min Drawdowo Drill stam/Nw do th Dwaron ft Water Quality Concerns From To D-6— Amount Dmis START CARO # 1021238 (7) STATIC WATER LEVEL Water Bearing Zones Page 2 of 3 (8) WELL LOG Comments/Remarks MOMTORTNO WELL REPORT- Me, with lneatiom;dendred LANE 72772 must be attached and shall include an approximate scale and mrth artow 10/17/2013 •�Lr STATE OF OREGON GEOTECHNICAL HOLE REPORT (as required by OAR 690-240,1035) LANE 72778 10/17/2013 (1) OWNER/PROJECT Hale Number R3 PRO.IECT NAME/NBR: 1-665/SPR FOFIEID WATER TANKS First Name Last Name ChmparrY SPRINGFIELD UTMITY BOARD Address 250 A STREET City SPRINGFIELD State OR Zip 97477 (2) TYPE OF WORK ONew 7Decpening OAbandomnent ❑ Alteration (repair/recoMition) (3) CONSTRUCTION Rotary Air OHand Auger ❑ Hollow stem auger ORolary Mud FICable Push Probe El Other (4) 'TYPE OF HOLE: OUmcaeed "1'mr mmry OCaaed Permanent OUmascd Permanent ()Slope Stablity ()Other Other: (5) USE OF HOLE —= -1 T6) BORE HOLE CONSTRUCTION Special Southard LjAu wh copy) Depth of Completed Hole 30.00 ft. BORE HOLE SEAL sacks/ Pia From To Material From To Amt Ina 4 0 30 BentmateChhus 1 0 1 30 4 S Backfill placed Gam ft. to ft. Material Filter pack firm R. to ft Material Size (7) CASING/SCREEN a 0=!0M Rlox* 0 �=■ ■ = lox* ■ ■ (8) WELL TESTS O Pump O Bailer O Air O Flowing Artesian Yield al/min Drawdown Drill steMPum dap h Donation hr Tormentors, °F LabanalysisEYes By Supervising GeologisNEngineer Waterquabtycencems? E]Yes(descbebomvv)TDS,,m,, From m D—n. - Amount Units (9) LOCATION OF HOLE (legal description) Page I of 2 County L.anu Twp 18.00 S NS Range 2.00 W E/W WM Sec 2 SW 1/4 of Me NW 1/4 Tax Lot 37M 10 Tax Map Number Lot 20 L& ar 4403144444 - DMS or DO Long or -122.90341667 DMSmDD ( Street address of hole (? Nearest address (10) STA'T'IC WATER LEVEL Date SWI.Ra) + SWL(ft) xmpla We Pre eepenmg ompleted well Flowing Artesian? Lj WATER BEARING ZONES Depthwaterwasfirstfoand Ground Elevation Material From To Gravel 0 1 Silt 1 10 Taff 10 20 Spine. 20 30 Date Started 10/8/2013 Completed 10/82013 (12) ABANDONMENT LOG: sacks/ Date Started 10/8/2013 Completed m/8/2013 Professional Certification (to be signed by an Oregon hceased water or monitoring well roastmetoq Oregon registered geologist in prufessional engineer). I accept responsibility for the constmadon, deepening, operation, or abndomncnt work performed during the constmction dates reported above. All work performed during this Come is in compliance with Oregon geoteclmiwl bole amermitim standards. This report is we to the best ofmy knowledge andbelief. Louree/Registrnfion Number 10630 Date 10/1]2013 First Name FAMES Last Name DENNIS Affiliation rave—, e—ra ens .111 ORIGINAL-WATERRESOURCESDEPARTMENT THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPLETION OF WORK Form Version: » .. � z x + «74 8� USA ,+ s M, M.B[ M dLI M S.K eRS 2 M AI AS eR� 2 N Z k ] :_: - \\\\\ { & � -- � fes ! \ E b Q l lag !gg!!!/Jd!] }2] aK� � ; awe©: /!tZ �■ CL |g| �.i,a.,■.0-44(00>+x,©_, ] Soil Map—Lane County Area, Oregon 836 S. 70th Street Map Unit Legend Map Unit Symbol Map Unit Name Acres In AOI Percent of AOI 43C Dixonville-Philomath-Hazelair 2.8 22.9% complex, 3 to 12 percent slopes 43E Dixonville-Philomath-Hazelair 2.8 22.7% complex, 12 to 35 percent slopes 52D Hazelair silty clay loam, 7 to 20 2.1 16.7% percent slopes 127C Urban land-Hazelair-Dixonville 4.7 37.7% complex, 3 to 12 percent slopes Totals for Area of Interest 12.4 100.0% USM Natural Resources Web Soil Survey 5123/2022 111111101 Conservation Service National Cooperative Soil Survey Page 3 of 3 Map Unit Description: Urban land-Hazelair-Dixonville complex, 3 to 12 percent slopes ---Lane 836 S. 70th Street County Area, Oregon Lane County Area, Oregon 127C—Urban land-Hazelair-Dixonville complex, 3 to 12 percent slopes Map Unit Setting National map unit symbol. 2341 Elevation: 200 to 2,000 feet Mean annual precipitation: 30 to 60 inches Mean annual air temperature: 50 to 55 degrees F Frost -free period. 160 to 235 days Farmland classification: Not prime farmland Map Unit Composition Urban land. 35 percent Hazelair and similar soils: 25 percent Dixonville and similar soils: 20 percent Minor components: 3 percent Estimates are based on observations, descriptions, and transects of the mapunit. Description of Urban Land Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 8 Hydric soil rating: No Description of Hazelair Setting Landform: Hills Landform position (two-dimensional): Summit, shoulder, toeslope Landform position (three-dimensional): Interiuve, nose slope, base slope Down-slope shape: Linear Across -slope shape: Linear Parent material: Colluvium derived from sedimentary rock Typical profile Hf - 0 to 11 inches: silty clay loam H2 - 11 to 15 inches: silty clay H3 - 15 to 36 inches: clay H4 - 36 to 46 inches: weathered bedrock Properties and qualities Slope: 3 to 12 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class., Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 12 to 24 inches tSoN Natural Resources Web Soil Survey 523/2022 191111111 Conservation Service National Cooperative Soil Survey Page 1 of 3 Map Unit Description: Urban land-Hazelair-Dixonville complex, 3 to 12 percent slopes --Lane 635 S. 70th Street County Area, Oregon Frequency of flooding: None Frequency of ponding: None Available water supply, 0 to 60 inches: Low (about 4.8 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 4e Hydrologic Soil Group: D Ecological site: R002XC0IOOR - Claypan Low Hill Group Forage suitability group: Moderately Well Drained < 15% Slopes (G002XY004OR) Other vegetative classification: Moderately Well Drained < 15% Slopes (G002XY0040R) Hydric soil rating: No Description of Dixonville Setting Landform: Hills Landform position (two-dimensional): Summit, shoulder, toeslope Landform position (three-dimensional): Interlluve, nose slope, base slope Down-slope shape: Linear Across -slope shape: Linear Parent material., Colluvium and residuum derived from basalt Typical profile H1 - 0 to 14 inches: silty clay loam H2 - 14 to 26 inches: silty clay H3 - 26 to 36 inches: weathered bedrock Properties and qualities Slope: 3 to 12 percent Depth to restrictive feature: 20 to 40 inches to paralithic bedrock Drainage class: Well drained Capacity of the most limiting layer to transmit water (Ksat): Moderately low to moderately high (0.06 to 0.20 inthr) Depth to water table: More than 80 inches Frequency of flooding: None Frequency of ponding. None Available water supply, 0 to 60 inches: Low (about 4.6 inches) Interpretive groups Land capability classification (irrigated): None specified Land capability classification (nonirrigated): 3e Hydrologic Soil Group: D Ecological site: R002XC011OR -Low Hill Group Forage suitability group: Well drained < 15% Slopes (G002XY002OR) Other vegetative classification: Well drained < 15% Slopes (G002XY002OR) Hydric soil rating: No us Natural Resources Web Soil Survey 5/23/2022 Conservation Service National Cooperative Soil Survey Page2ot3 Map Unit Description: Urban land-Hazelair-Dixonville complex, 3 to 12 percent slopes ---Lane 836 S. 70th Street County Area, Oregon Minor Components Panther Percent of map unit: 3 percent Landform: Swales Hydric soil rating: Yes Data Source Information Soil Survey Area: Lane County Area, Oregon Survey Area Data: Version 19, Oct 27, 2021 tsm Natural Resources Web Soil Survey 5/23/2022 Conservation Service National Cooperative Soil Survey Page 3 of 3 APPENDIX B: Recommended Earthwork Specifications GEOTECHNICAL SPECIFICATIONS General Earthwork i. All areas where structural fills, fill slopes, structures, or roadways are to be constructed shall be stripped of organic topsoil and cleared of surface and subsurface deleterious material, including but limited to vegetation, roots, or other organic material, undocumented fill, construction debris, soft or unsuitable soils as directed by the Geotechnical Engineer of Record. These materials shall be removed from the site or stockpiled in a designated location for reuse in landscape areas if suitable for that purpose. Existing utilities and structures that are not to be used as part of the project design or by neighboring facilities, shall be removed or properly abandoned, and the associated debris removed from the site. 2. Upon completion of site stripping and clearing, the exposed soil and/or rock shall be observed by the Geotechnical Engineer of Record or a designated representative to assess the subgrade condition for the intended overlying use. Pits, depressions, or holes created by the removal of root wads, utilities, structures, or deleterious material shall be properly cleared of loose material, benched and backfilled with fill material approved by the Geotechnical Engineer of Record compacted to the project specifications. 3. In structural fill areas, the subgrade soil shall be scarified to a depth of 4 -inches, if soil fill is used, moisture conditioned to within 2% of the materials optimum moisture for compaction, and blended with the first lift of fill material. The fill placement and compaction equipment shall be appropriate for fill material type, required degree of blending, and uncompacted lift thickness. Assuming proper equipment selection, the total uncompacted thickness of the scarified subgrade and first fill lift shall not exceed 8 -inches, subsequent lifts of uncompacted fill shall not exceed 8 - inches unless otherwise approved by the Geotechnical Engineer of Record. The uncompacted lift thickness shall be assessed based on the type of compaction equipment used and the results of initial compaction testing. Fine-grain soil fill is generally most effectively compacted using a kneading style compactor, such as a sheeps-foot roller; granular materials are more effectively compacted using a smooth, vibratory roller or impact style compactor. 4. All structural soil fill shall be well blended, moisture conditioned to within 2% of the material's optimum moisture content for compaction and compacted to at least 90% of the material's maximum dry density as determined by ASTM Method D-1557 or an equivalent method. Soil fill shall not contain more than io% rock material and no solid material over 3 -inches in diameter unless approved by the Geotechnical Engineer of Record. Rocks shall be evenly distributed throughout each lift of fill that they are contained within and shall not be clumped together in such a way that voids can occur. 5. All structural granular fill shall be well blended, moisture conditioned at or up to 3% above of the material's optimum moisture content for compaction and compacted to at least 90% of the material's maximum dry density as determined by ASTM Method D-1557, or an equivalent method. 95% relative compaction may be required for pavement base rock or in upper lifts of the granular structural fill where a sufficient thickness of the fill section allows for higher compaction percentages to be achieved. The granular fill shall not contain solid particles over 2 -inches in diameter unless special density testing methods or proof -rolling is approved by the Geotechnical Engineer of Record. Granular fill is generally considered to be a crushed aggregate with a fracture surface of at least 70% and a maximum size not exceeding 1.5 -inches in diameter, well -graded with less than io%, by weight, passing the No. Zoo Sieve. 6. Structural fill shall be field tested for compliance with project specifications for every 2 -feet in vertical rise or Soo cy placed, whichever is less. In-place field density testing shall be performed by a competent individual, trained in the testing and placement of soil and aggregate fill placement, using either ASTM Method D-1556/4959/4944 (Sand Cone), D-6938 (Nuclear Densometer), or D-2937/4959/4944 (Drive Cylinder). Should the fill materials not be suitable for testing by the above methods, then observation of placement, compaction and proof -rolling with a loaded to cy dump -truck, or equivalent ground pressure equipment, by a trained individual may be used to assess and document the compliance with structural fill specifications. Utility Excavations 1. Utility excavations are to be excavated to the design depth for bedding and placement and shall not be over -excavated. Trench widths shall only be of sufficient width to allow placement and proper construction of the utility and backfill of the trench. z. Backfilling of a utility trench will be dependent on its location, use, depth, and utility line material type. Trenches that are required to meet structural fill specifications, such as those under or near buildings, or within pavement areas, shall have granular material strategically compacted to at least the spring -line of the utility conduit to mitigate pipeline movement and deformation. The initial lift thickness of backfill overlying the pipeline will be dependent on the pipeline material, type of backfill, and the compaction equipment, so as not to cause deflection or deformation of the pipeline. Trench backfill shall conform to the General Earthwork specifications for placement, compaction, and testing of structural fill. Geotextiles 1. All geotextiles shall be resistant to ultraviolet degradation, and to biological and chemical environments normally found in soils. Geotextiles shall be stored so that they are not in direct sunlight or exposed to chemical products. The use of a geotextile shall be specified and shall meet the following specification for eachuse. Subgrade/Aggregate Separation Woven or nonwoven fabric conforming to the following physicalproperties: • Minimum grab tensile strength • Minimum puncture strength (CBR) • Elongation • Maximum apparent opening size • Minimum permittivity Drainage Filtration ASTM Method D-4632 180 lb ASTM Method D-6241 37116 ASTM Method D-4632 15% ASTM Method D-4751 No. 40 ASTM Method D-4491 0.05s' Woven fabric conforming to the following physicalproperties: • Minimum grab tensile strength ASTM Method D-4632 no lb • Minimum puncture strength (CBR) ASTM Method D-6241 220 lb • Elongation ASTM Method D-4632 50% • Maximum apparent opening size ASTM Method D-4751 No. 40 • Minimum permittivity ASTM Method D-4491 0.5 s-' Gerard Base Reinforcement Extruded biaxially ortriaxially oriented polypropylene conforming to the following physical properties: Peak tensile strength ASTM Method D-6637 925 16/ft Tensile strength at 2% strain ASTM Method D-6637 300 Ib/ft Tensile strength at 5% strain ASTM Method D-6637 600 Ib/ft Flexural Rigidity ASTM Method D-1388 250,000 mg -cm Effective Opening Size ASTM Method D-4751 1.5x rock size