HomeMy WebLinkAboutStudies APPLICANT 6/7/2022ranch
ENGINEERING -
March 21, 2022
Cynthia Koza & Judy Hardin
88489 Stephens Road
Springfield, Oregon
C/O Jed Truett
RE: GEohctimc lNVES11GA110N
Tac Mn /LOT18-02-03-11
EUGENE, OREGON
BRANCH ENGwBNtwG WC PROJECT No. 22-123
Pursuant to your authorization, Branch Engineering Inc. (BEI) has conducted a limited geotechnical
engineering investigation at the subject site for the proposed development of a land partition on a
parcel of land approximately 0.93 -acre in size.
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.
Ronald J.
EXPIRES: 12/31/2023
-07'aa'
Sam Rabe EIT Ronald J Derrick, P.E, G.E.
Engineering Technician Principal Geotechnical Engineer
Branch Engineering, Inc.
11Page
Land Partition: Kota -Hardin Property
BEI PN- 22-123
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 5
3.0 GEOLOGIC SETTING......................................................................................................................5
3.1 Regional Geology 5
3.2 Site Geology 6
4.1 Summary of Site Subsurface Conditions 6
4.2 Presence of Expansive Soils and Other Special Considerations 6
4.3 Recommendations 7
5.0 REPORT LIMITATIONS..................................................................................................................9
FIGURE 1— Sita Investigation Map
FIGURE 2— Site Geology Map
FIGURE 3— Site Landslide Map
Appendix A
Soil Logs
-Well Logs
-USDA Soil Survey Map & Soils
Branch Engineering, Inc.
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Land Partition: Kota -Hardin Property
BEI PN- 22-123
1.0 INTRODUCTION
This report presents the results and findings of Branch Engineering, Inc. (BED field observations
and research for the subject site. The purpose of our investigation was to assess the geotechnical
suitability of the subject site for the proposed development. Our work was commissioned for the
client, Cynthia Koza and Judy Hardin by Jed Truitt of Metro Planning, Inc.
1.1 Scope of Work
Our scope of work included a site visit and limited subsurface investigation on March 1, 2022.
Three test pits were excavated using hand tools to a maximum depth of 4 -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, Site Investigation Map, 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
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 (DOGAMD Geologic Map Open File
Report 0-10-03 Digital Geologic Map of the Southern Willamette Valley by Jason D.
McClaughry, Thomas J. Wiley, Mark L Ferns, and Ian P. Marlin.
• Review of online aerial photographs of site since 1994.
• Three 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 (NRCS), 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 (DOGAMD website, Statewide
Geohazards Viewer (HazVu), http://www.oregongeology.org/hazvu/
Branch Engineering, Inc.
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Land Partft on: Kota -Hardin Property
BEI PN- 22-123
• DOGAMI website, Statewide Landslide Information Layer for Oregon (SLIDO) Viewer.
https://gis.doganii.oregon.gov/maps/shdo/
• 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 Monterver de.
Q I)♦77UI0O W-11DMI 11:1O:4144R191G7,1
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 Desmption
The subject site is located at latitude 44.040342° north and 122.909337° west off South 6i Street
in Springfield, Oregon. The nearest cross street is Glacier Drive, located approximately 330 -feet to
the south. 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° Street to the east. Surface elevations on the
site are highest in the southwest corner at approximately -735-feet above mean sea level (MSL),
sloping to an elevation of approximately 640 -feet along the northeastern edge of the site. Site
topography slopes to the east - northeast at <10 -degrees along South 67° Street, to greater than
45-degees in places along the western third of the lot. Generally, site slopes average 20 -degrees.
Minor site grading occurred at an unknown date along portions of the eastern third of site, and
consists of leveling along the road frontage, and another leveled area the runs from the southeast
to the northeast. The site has been cleared of vegetation along much of the road frontage to the
second graded area. The rest of the site is heavily vegetated, predominantly by mature Douglas fir
and a scattering of deciduous trees. The under story is mostly mosses and ferns, with some Oregon
grape and other unidentified shrubs. No surface springs, delineated wetlands, 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
partition. At the time of this report, the tentative partition is to divide the land into two parcels.
Parcel 1 in the northeast corner will be approximately 10,002 SF, and Parcel 2 which is L-shaped
and will be approximately 30,646 SF. The area of Parcel 2 includes the approximate western half of
the Tax Lot and is labeled as a "Proposed slope and tree conservation area". See Figure -1 Site
Investigation Map for proposed site partition.
2.3 Site Observations and Soils
The USDA NRCS Lane County Area web soil survey maps the majority of the site as Nekia silty clay
loam (89F) 30 to 50 percent slopes. Described as well drained colluvium and residuum derived
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Land Partft on: Kota -Hardin Property
BEI PN- 22-123
from basalt and tuff. Along the eastern side of the site the soil is mapped as Dixonville-Philomath-
Ilazelair complex (43C). This soil unit is characterized by 3- to 12 -percent slopes, described as well
drained, and originating from colluvium and residuum derived from basalt.
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
(USCS). The site subsurface soil conditions generally consisted of existing vegetation and topsoil
overlying medium stiff clay with abundant gravel to cobble sized pieces of sub -angular to angular
basalt rock. In Test Pit 1 approximately 2.5 -feet of fill was found overlying material similar to what
was found in the other site excavations. This fill is likely associated with the construction of South
67° Street or the limited site graded that was observed
There were no observations of gross land movement and some slight "pistol -butting" of fir trees,
which is an indication of common shallow soil creep on slopes.
2.4 Groundwater
No groundwater was encountered during the site exploration; however, the area 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 GEOIDGIC SETTING
The following sections describe the regional and local site geology. Our field findings are
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 (Orr 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
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Land Partft on: Kota -Hardin Property
BEI PN- 22-123
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).
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 (Qld)
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 Tuff
(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
Volcaniclastic 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 671° Street from
the site show silt, and silt with gravel to a depth of 20 -feet BGS. Below that the logs show slltstone
to at least 30 -feet BGS. It is BEI's opinion that the slltstone is more likely to be volcaniclastic
sedimentary rocks associated the Early Western Cascades Volcaniclastic Rocks mapped in the site
vicinity. Surfldal 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 abundant basalt gravel and cobble to at least 4 -feet
BGS. The observed soil conditions in the exploratory test pits are consistent with the USDA NRCS
and site geologic mapping.
4.2 Presence of Expensive 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 soll.
Slope Instability: The site is mapped as very high risk, or existing landslide on the DOGAMI online
hazard viewer. Based on the SUDO viewer and the RMS 60 report the mapped landslide runs
parallel with South 67th Street, beginnin in the hills to the south The unique ID is Eugene -348
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Land PartBion: Kota -Hardin Property
BEI PN- 22-123
and the landslide has a movement classification of "deep set rock slide -translational" and is dated
as "pre -historic", indicating a date greater than 150 -years before the present. Although the
boundary of the landslide is not exact, it would be reasonable to assume that site soils on the
eastern third of the property were likely affected. Surfrcial soils found in the site test pit
excavations are interpreted by BEI as colluvium derived from the hills to the west. Nearly the entire
area surrounding the site is also mapped within the landslide inventory and has been developed
over the past several decades. Because of steep site slopes, mapped landslides in the site vicinity,
and the likelihood of springs and higher overland water flow, site slopes should be considered at
high risk of landslide. 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.
4.3 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.
The subsurface conditions observed in our site investigation test nit excavations are consistent:
however. the test pits only represent 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 reauired.
Buflding 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 with scattered rock or residuum from volcanic rocks. 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 -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. Cutting into the toe of the existing slope for
landscaping or building pad construction is not recommended
Due to the hillside nature of the site topography, we expect that the building pads consisting of
level platforms, or benches 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
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Land Partft on: Kota -Hardin Property
BEI PN- 22-123
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.
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.
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 shall be required to confirm conformance with the above
specifications.
Allowable Bearing 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 pat and may be
increased by 1/3 for short term loading such as wind or seismic events.
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 under the building pad in the foundation excavation is recommended.
Branch Engineering, Inc.
Page 18
Land Partft on: Kota -Hardin Property
BEI PN- 22-123
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 and in cut slopes or fill slopes shall be mitigated by
establishing vegetation or other means.
5.0 REPORT LU4rFATIONS
This report has presented REI's 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 are intended for
the exclusive use of Cynthia Koza and Judy Hardin and their 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 our 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 19
LEGEND N
Q Approximate Location of
Sub -Surface Exploration
APPROXIMATE SCALE
Site Survey by Donn Rowe, PLS o Sao'
MGIanch SITE INVESTIGATION MAP - Koza/Hardin Property FIGURE -1
NEERINGm Tax Map/Lot 18-02-03-11-8000 Springfield, OR
3-16-2022
PROJECT NO. 22-123
i
Ha
Ha
Hoa
Tsvcl Id
LEGEND
tll[� L—dal4ae iud ueexr Anabaena Depnab<evebmax➢l
,a, ale. ea.,.
Uuaon;: dated. ehaarreaRy mired and defmcolluvium.
ormed h. and sfl depaimed by
landslides. Landslide de,., cover at least 3Iekmt (122 mi"-) In the map aaa. A
'felonry(>er willatmecombof) Honda uspostf oaw a.ng theeasmrnmagi.
ofthew'. Willamette Valleywithin wetsaithe ed.butte Vooafcs(maP
units Twat. Twcm, Twcv. Twcp. The mit includes.bete debar avalanche deposits
dung the areabm boot adore calear,ndelid Hills likely emplaced d oche rhe iridal
eebatm— failure of amajorddelane mmPlh Mediaand.there--falll}i¢eei+ne
mxhewma(mmmor ideaenddaboiao. 1.meea may toodeheave cwfdL
of mantra, eabasiveeem, aratimto--iveoc h re i fofurNecad Areas
o(eurtwg Lmdalide depoata ahoWd be coasideced at high risk for oil
ra elite
movamevL Mapped m the baass o[5eld obskrvations aad seely sir of t m 4dee DE61a.
Early Western Caaeadea Lavaa Power Mr«nue to middle Eorene)
rimae... near Tb, Tem. Ter xob. ruLL Tome. MTime. Mb. Te. Tom ]mete Ties
lineal[ end barcode andeery. mdesib. aad adsorb bear that are Pecs dthe niter
Easae Fisbec Formation sed the nips. Erie. to baso M—. Tattle B.
Volimmes me lavas arotimeallr dunetinuoas and move compos insert
mafomhbe vete coeval "It ... I.., male (map unit T rv). The early western
Caaeade levo are part da widespread ornamental vohmie pemwr that developed
deem, the middle Eocene to euly Mlxene. Radiometric ago oblannell horn tbex
lavas singe between 363 and 18 Me (1—, 1982. Hladky sad McCaalia 2006). These
meta — abecaebrized b➢I— Permeability, low pe^®t➢, wad low well y elda
Igeneeally � 5 gp m Higher par—le ity coda may mane lora]], within breeeuW
amenarre mnmeta an iinbAbw breanea but may not recharge readily (Cad® sed
.[live. 2605). Whw freed, this wit is — agga dinar aamw efinerhad zeal.
- Early Western Cascades VolranlaUstic Rocks and Tuff Power Mromne to
Torreaotiddle Eocene)D.a..anermme,Trtv.Teadtuffs int R e.'eare a thfaun.
middle and upper Ebame xdimwbayationeake end &" upfire, teHa Ener ere 'eare
mid. and upperExme Fisher Formation and Ne upper aEtienne rlyWbower—deoe
tattlebate-deans.am., edamareiatecbrdded withearly Wertem Cewde)ever
,map wit Twee and edge
the m mems aedimewsy, me6 (mar wits Tw, Tmm)
alae the surae include
the map maermpli Jieh e order.t tuts tier serve as mom 418 M
tuff intieunit (410 in, trach i5outc order, treetuff oit(an atmRd. (418 Me).
tutof Pm Hollow (4I0 Ma), tuff of South Willamette 9taeet Im dam]. tuff of bond
Creek f33.9. 34.8 Ma), bicEim tntetUdoo Poto[ (no dam), Enfret DNvrd Rd (no
dab), tvtof Poster D® (26-Y8 Ma), tutdDerta (269Mµ and the bPof lacomb
(ne dab) P]atJ]eak endothm.2009; Moa.➢avd\Ldin.2W6: McCleughey.2gOB).
These sores ere typically qwr eryJen. abed near tutbetls end ie reek m e eyme taw
reladvelyhimleveta ear(iR.Meand orioreare These reeks am pinem
laare idee st-p high "ogle mWaetawitb ban m inmuiw amts end where beddieg
plwea.a sbeplr atppag.
Site Geology Map from DOGAMI
Qdf
Approximate
- — T'.
Site Location )Id
�-+Elia
)
anch SITE GEOLOGY MAP - Koza/Hardin Property
NGINEERING- Tax Map/Lot 18-02-03-11-8000 Springfield, OR
/
rvcl
LN
N
A
FIGURE -2
3-16-2022
PROJECT NO. 22-123
■ FBry
M_endeRde N
Mapped Landslides from DOGAMI SLIDO 1//u//,f�,�T\,
anch SITE LANDSLIDE MAP - Koza/Hardin Property FIGURE-3
NGINEERING= Tax Map/Lot 18-02-03-11-8000 Springfield, OR
3-16-2022
PROJECT NO. 22-123
• Exploratory Test Pit Logs
• OWRD Well Logs
• USDA Soils Map
ONB,'ranch
INEENING-
RELATIVE DENSITY - COARSE GRAINED SOILS USCS GRAIN SIZE
RELATIVE SPT N -VALUE D&M SAMPLER D&M SAMPLER FINES <#200(.075 mm)
DENSITY (1401bshammer) (3001bshammer) SAND Fine #200-#40(.425 mm)
Medium #40-#1012 mi
VERY LOOSE <4 <11
<4 Coarse #10-#4(4.75 mm(
LOOSE 4-10 11-26
4-10 GRAVEL Fine #4-0.75 inch
MEDIUM DENSE 10-30 26-74
10-30 Coarse 0.75-3 inch
DENSE 30-50 74-120
30-47 COBBLES 3-12inches
VERY DENSE > 50 > 120
147
CONSISTENCY - FINE GRAINED SOILS
CONSISTENCY SPT N -VALUE D&M SAMPLER D&M SAMPLER POCKET PEN. / MANUAL PENETRATION TEST
(140lbshammw) (300lbshammw) UNCONFINED(TSF)
VERY SOFT <2 <3
<2 <0.25 Easy several
inches by fist
SOFT 2-4 3-6
2-5 0.25-0.50 Easy several
inches by thumb
MEDIUM STIFF 4-8 6-12
5-9 0.50-1.00 Moderate several inches by thumb
STIFF 8-15 12-25
9-19 1.00-2.00 Readily indented by thumb
VERY STIFF 15-30 25-65
19-31 2.00-4.00 Readily indented by thumbnail
HARD > 30 > 65
> 31 > 4.00 Difficult by thumbnail
UNIFIED SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
GROUP SYMBOLS AND TYPICAL NAMES
GRAVELS: 50%
CLEAN
GW Well -graded gravels and gravel -sand matures, little or no fines.
COARSE-
or more
GRAVELS
GP Poorly graded grovels and gravel -sand mixtures, little or no fines.
GRAINED
retained on
GRAVELS WITH
GM Silly gravels, gravel -sand -silt mixfures.
SOILS:
More than
the No. 4 sieve
FINES
GC Clayey grovels, gravel -sand -clay mixtures.
50% retained
SANDS: 50% or
CLEAN SANDS
SW Well graded sands and gravelly sands, little or no fines.
Poorly -graded sands and gravelly sands, little or no fines.
on No. 200SP
sieve
morepassing
the No. 4 sieve
SANDS WITH
SM Silty sands, sand -silt mixtures.
SC Clayey sands, sand -clay mixtures.
FINES
FINE-GRAINED
ML Inorganic silts, rock flour, clayey silts.
SOILS:CL
LIQUID LIMIT
Inorganic clays of low to medium plasticity, lean clays.
Less than
LESS THAN 50
OL Organic silt and organic silty clays of low plasticity.
Son
SILT AND CLAY
MH Inorganic ey
Noret.
an Na. 200
LIQUID LIMIT 50
I
higsilk.
CH Inorganic clays of high plasticity, fat clays.
clays of
sieve
I
OR GREATER
QH Organic clays of medium to high plasticity.
HIGHLY
ORGANIC SOILS
I PT Peat, muck, and other highly organic soil.
MOISTURE CONTENT
STRUCTURE
DRY: Absence of moisture, dusty, dry to the touch
STRATIFIED: Alternating layers of material a color> 6mm thick.
DAMP: Some moisture but leaves no moisture an hand
LAMINATED: Alternating layers < 6mm thick
MOIST: Leaves moisture on hand
FISSURED: Breaks along definate fracture planes.
WET: Visible free water, usually saturated
SUCKENSIDED: Striafed, polished, or glassy fracture planes.
BLOCKY: Cohesive soil that can be broken down into small
PLASTICITY DRY STRENGTH DILATANCY TOUGHNE55
angular lumps Which resist further breckdown.
ML Non to Low Non to Low Slow to Rapid Low, can't
roll
LENSES: Has small pockets of different soils, note thickness.
CL Low to Med. Med. to High None to Slow Medium
MH Med. to High Low to Med. None to Slow Low to Med.
HOMOGENEOUS: Some color and appearancethroughout.
CH Med. to High High to V.High None High
LIST OF ABBREVIATION & EXPLANATIONS
SPT Standard Penetration Test split barrel sampler
G Grab sample
D&M Dames and Moore sampler
MC Moisture Content
LL Atterberg Liquid Limit
MD Moisture Density
PL Afterberg Plastic Unlit
UC Unconfined Compressive Strength
PP Pocket Penetrometer
VS Vane Shear
TABLE A-1
anch GEOTECHNICAL
SITE INVESTIGATION EXPLORATORY KEY
INEERING_
Nm
310 5th Street Springfield, Oregon I p: 541.779.2577
1 www.branchengineering.com
(&anCh Test Pk ID: TP-
IXEEkIX6r Sheet 1 of 1
Ojent Kan/Hardin Pmjed Name: Tax Lot 8000 S 67th 4reet
project Number: 22-123 project Location: Springfield, Oregon
Date Started: Mar012022 Complbad: Mar012022 Logged By: SPR Checked By: RID
mntradon Branch Engineering Inc. Latitude: Longitude: Elevabon:
Ni Hand Auger Ground WahrW.6
Equipment Hand Auger Q
Notes:
MC: 0
a
PL LL: N
y
Material Description
E
`y
(
o
a
�—
c
tomaowwso 7e W
Moist, Sok, Silt with Minor Clay, Topsoil,
Moist, Medium Stiff, Brown Clay with Gravel and Cobble. Fill.
1
2
Moist, Medium Stiff, Brown Clay with Angular to Sub -Angular Gravel to Cobble
Sized Pieces of Basalt.
B
a
s
6
8-
9-
910
10
Q Fines onam B Myspae Cotert H Plamc Limit and liqutl Limit
(&ranch Test Pk ID: TP-
���Eff66�gIMEE11X6r Sheet 1 of 1
Ojent Kan/Hardin Project Name: Tax tI8000 S 67th Street
project Number: 22-123 Project Location: Springfield, Oregon
Date Started: Mar012022 Completed: Mar012022 Logged By: SPR Checked ft RID
f ntracton Branch Engineering Inc. Latitude: Longitude: Elevation:
Method: Hand Auger Ground WaterW.6
Equipment Hand Auger Q
Notes:
MC: 0
a
PL LL: N
y
Material Description
E
`y
(
o
a
�—
c
tomzowwso 7o vaso
Moist, Sok, Silt with Minor Clay, Topsoil.
Moist, Medium Stiff, Brown Clay with Sub-Angular to Angular Gravel to Cobble
Sized Pieces of Basalt.
1
2
3
4
5
6
8-
9
10
Q Fines onam B Myspae Corr H Plamc Limit and liqutl Limit
(&ranch Test Pk ID: TP-
���Eff66�gIMEE11X6r Sheet 1 of 1
Ojent Kan/Hardin Project Name: Tax tI8000 S 67th Street
project Number: 22-123 Project Location: Springfieltl, Oregon
Date Started: Mar012022 Completed: Mar012022 Logged By: SPR Checked BY RID
f ntracton Branch Engineering Inc. Latitude: Longitude: Elevation:
Method: Hand Auger Gmund WahrW.6
Equipment Hand Auger Q
Notes:
MC: 0
a
PL LL: N
y
Material Description
E
`y
(
o
a
�—
c
tomzowwso 7o vaso
Moist, Sok, Silt with Minor Clay, Topsoil.
Moist, Medium Stiff, Brown Clay with Angular to Sub -Angular Gravel to Cobble
Sized Pieces of Basalt.
1
2
3
4
5
6
8-
9-
110 30
Q %nes onam B Myspae Corr H %amc Limi[aM liqutl Limi[
STATE OF OREGON
GEOTECHNICAL HOLE REPORT
(ae required by OAR 690-2400035)
(1) OWNER/PROJECT Hole Number
PROJECT NAMENBR: Fl-M5/S
LANE 72777
10117/2013
Fiml Nana L.tNama
CmWmY SPRMGFBiLD UTILITY BOARU
AM as 250ASTREET
City SlaMO ELD State OR zip 97477
(2) TYPE OF WORK ONaw E]ListeningOAbarrdoanmt
❑ Alteration papairtraanifinn)
(3) CONSTRUCTION
F]RabryAir E]Hand Auger ❑ Hollowahmmger
ORohryMud Elcable nNAr Pmbe
ElOdar
(4) TYPE OF HOLE:
QUceased Terris., QCaaed Permanent
QUricased permanent OSlape Slablity
OOlher
(5) USE OF HOLE
GEOTECHNICAL
(6) BORE HOLE CONSTRUCTION Spaial Standard DAlbrh ropy
Depth of Completed Hole 3000 R
BOREHOLE SEAL sake/
Dia From To Mala®1 From To Amt Iba
4 1 0 1 30 Bentonite Cb' a 0 M 4 S
Page 1 aft
(9) LOCATION OF HOLE (legal description)
County Lnna Twp 1800 S NIS Range 20O W EWWM
Ser 3 NE 1/4 of fine NE 1/4 Tac Lal 6700
Tac Mir Number Lal
Lal a 44.04058333
Lang as -12290866667 DMS a DD
afhale G Namesladdre®
(10) STATIC WATER LEVEL
Dela SWL(pei) + SWL(R)
m[mg pmmg
ampinted war re
PlawingAAaimR�
NATERBEARB4G ZONES Depmwahrwaacatfand
Grand Elevation
Material From To
Date Started 1072013 Completed 107/2013
Backfill placed fmm at. R Material (12) ABANDONMENT LOG:
Filer pall, Wan ft to QMahrud Sim
Mfmml Pmr
(7) CASING/SCREEN
r
le_oONE■��(qx ■ ■
9_o ONE 000010001001 r�z4 ■
A_* ONE■��� Cox* ■
RM* ONE NIONNIONNION lox* 0
0=6� N��� [Oil 0
(8) WELL TESTS
0pump 0Rouler 0Air 0FbwngAAaeim
Yridaal/mW Drawdown Drill Aem/Pumndenth Dumtiadlr)
Tempamure °F LabaalyaiaE1Ya By
Sugerviebg GmbgiAiEngiceer
watergim0tycaceema4 n
MS
Date Started 10/7/2013 Completed 10/7/2013
Professional Certification (lo be signed by an Oregon licensed wAer m
mmitmmgwellcmm We OregmregiAerM gmbgiAaprofessionalengineer).
I accept responsibility for the emmbaafim, degrming, alteration, m abmdmmenl
wmkperfmmeddunngthecroswcomdahsmpa d above. Allwmkpartbarad
dining this time is in compliance wilh Orsi geotechnical hole consul ion
Amdards. Thisrepo iswetotheb dao kcewledge andbelief
Licrose/Re,kralim Number 10630 Dah 10/17/2013
FimlNana SANIES "d Name DENNta
AdlrAmn WF.CTFliN STATES SOIL CONSFRVATfON. MC.
0mGINAL - WAMRRESOURCES DEPARTI
THIS REPORT MUST BE SUals[[ ® TO THE WATER RESOURCES DEPARTMENT WITHM M DAYS OF COMPLETION OF WORK
I. Vereim:
Page 2 a 2
GEOTECtRJICA HOLE REPORT-Mapwilh loeation LANE 72777
idesdW dmust be attached and shall include an appmximate
scale and nonh an.
10/17/2013
LANE 72772 Page 1 f
STATE OF OREGON
MONITORING WELL REPORT WELLI.D.LABELYL 111]13
(as required by ORS 53].]65&OAR 690,240095) 10)17)2013
START CARD # 1021238
FirstNene L.tName
Caapary SPRINGFlELDUTILITYBOARD
Address 250ASTREE[
City SPRBJGPIELD Sleds OR Zip 97477
(2) TYPE OF WORK ONew ❑Demwans ❑ convernm
rIAllemtim(repionsconlition) r-JAbmdonmml
3 DRILL METHOD
Rolery Air ORalaryMud ElCabh Hollow Stan Auger Cable Mud
❑Reveres Raley ❑ Other
(4) CONSTRUCTION Piezaneler Well ❑K
DgrMof Ccinpleted Well 3500 R Special SterderdE]
MONUMENT/VAULT Below Ground
From 0 To 1
BOREHOLE
Diameter 5 Fran p To 35
CASING
Dia. 1 Fran ❑ 0 To 10
Oman, Step Wld Thrd
Material QSl«I ( 'sero El O
LINER
Dia. Frets❑ Ta
Gmge Wld Thsd
Material QSl«I 0"ladir El
SEAL
Fran 1 To g
Material Bentonite Chios
AramN 1 Secke Crmutweighl
SCREEN
Casng/Lner Casir Material PVC
Diameter 1 From 10 To 20
Sid Size 0d20
FILTER
From 9 To 21 Material SILICASAND Siaeofpack 10/20
(5) WELL TESTS
QPaap OBailer 0Air 0Fkwng Adesim
Yield d. an Drawdown Drill dem/Pum de th Duration
Teniperawre °F Lab matyeis ❑Yee By
MPevking Ged,dsun,neer
Wder'aft,twreraR ❑Yea(desatabei.)
Pran To Desai tin Amanl Unls
(0) LUUA11U1N UC WDLL (legm description)
Canty IANE Twp 18.00 S NIS Range 2,00 W E/ WM
Ser 3 NE 1/4 dF Me NE 1/4 Tac Lal 6700
Tac Map Number Lal
Lal a 44.0d027778
Long err -122.90863889 DMS a DD
Str«[address afwell (, Newesladdrese
1
(7) STATIC WATER LEVEL
Date SWL(p) + SWL(fi)
uhng amgkkd WeO
Plowing AdesnnR❑ Dry Hole?O
WATERBEARINGZONES Deplhwahrwastimtfmnd
Ground Elecatim
(Date Started 1Wn 013 Completed loP/ o13
(unbnded) Monitor Well Constructor Cer[ificatin"
1 certify Mat the wok 1 performed on the c.manallin, deepening, alteration, a
abandauaent of this well is in compliance with Oregon monitoring well
condmdion standuds. Materials used and information reported above are Ove to
Me bed ofmy knowledge and belief
License Number 10630 Date 101172013
password: (iftiling electronically)
Signed SAMEs DENNES (E -filed)
(bonded) Mannar Well
1 accept responsibility n
for Me cdmction, dery ing, alteration, a abmdonmml
work performed on this well during Me construction dates reported above. All
work performed during Mis time is in compliance with Oregn monitoring well
conshvctsnstandards. Thisreportistiuetothebest ofmyknovledge andbelid
License Number 10563 Date 10/17/2013
Password: (4'fiingelectionically)
OWATER-WATPARE DEEARTDEPARTMPNT
THIS REPORT MUST BE SUBMfIT®TO THE WATER RESOURCES DEPARTk1ENT WITBRJ 30 DAYS OF COMPLETION OF WORK
Pam Vereron.
MONITORING WELL REPORT
continuation page
LANE 72772 WELLLD. LABEL#L111719
START CARD # 1021298
10/17/2013
BORE HOLEFILTER PACK
the Fc. To Fee. To hfakfial a
hiptenal R. To And the .. Im
CASING/LINER
♦ From To Goo,
C■Z,■ ■
LOX* ■ ■
Cele ■ ■
[OZ, ■ ■
LOX* ■ ■
Cele ■ ■
[eZe ■ ■
SCREENS
Pesf/ Casng/Sarem 9ameae/ Slot #of Tele/
(5) WELL TESTS
Yield avaron Drawdown Drill sfi / mp depth Uvalim
Water Quality Cape erne
Fmm To Ue.notioo Aman! Unit,
(7) STATIC WATER LEVEL
Water Bearing Zones
Page 2 of 3
(S) WELL LOG
Comments/Remarks
Page 3 a 3
MOMTORMG WELL REPORT- Map with beatim identified LANE 72772
mud be attached and shall include an approximate xaleand
oaM enmv
10/17/2013
w zm'ry
M°YM'N
= Sal Map—Lane County Area, Oregon s
(Tax La 8(M S. 67I1h Street) S
r, w
91,Cm 9lltl 5811] 9lIA �➢] >aJ] 91411 912V SBHI 9A9 STSID SWiln
3
MV Sma 1:1,640 Rpntel on A 6Maapa(11"x S.S)sM1ui. S
p Ntes
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Aa � ,m � 3m
N�pJ Dzn: WAN 3a CammwtlYala:1W584 fb9eEm: NM]me1W WG584
LSM Natural Resources N Sod Survey 3/17/2022
i Conservation Serme National Cooperative Soil Survey Page 1 a 3
Shc Map—Lane County Area, Oregon
(Tax Ld 8999 S. 8]th Street)
_SD, Natural Resources web Sol Survey 3/172922
all Conservation Service National Cooperative Shc Survey Page 2 of 3
MAP LEGEND
MAP INFORMATION
Area at hmerest tA09
Spot Area
The sal surveys that comprise your AOI were mapped at
Area of Interest(AOI)
1:29,999.
Q
Stany Spat
Soils
Very Sony SpaWam
hc ing: SMap may not be vapid al Mrs le.
sca
0
Soil Map Unit Polygons
9
Spot VJrf S
Enlargement of maps beyond the scale of mapping can cause
,.,.
Soil Map Unic Lines
misunderslantling of the tletail of mapping and accuracy of soil
4
Other
line placement. The maps do not show the small areas of
Soil Map Unit Points
contrasting soils that could have been shown at a more detailed
Special Line FeeNres
Special
Point Features
scale.
Lg
Blowout
water Features
Streams and Canals
Please rely on the bar scale on each map sheet for map
®
Boraw Pit
measurements.
Trenspartatian
Clay Spot
Rails
Source of Map: Natural Resources Conservation Service
0
Closed Depression
Web Soil SurveyLIRL:
Interstate Highways
Coordinate System: web Mercator(EPSG:3B5])
Graces Pit
US Routes
Maps from the Web Soil Survey are based on the Web Mercator
Gravely Spa
Malor Roads
projection, which preserves and shape but
schdistorts
and area, projection that preserves area, such as the
ion that
®
Landfill
Local Roads
Abersdistance
o
Albers equal-area conic projection, should be used if more
Lara Flaw
accurate calculations of distance or area are req uired,
Background
aga
Marsh or swamp
.
Aerial Photography
This productis generated from the USDAgRCS certified data as
of Ne version dates) listed below.
*
Mine or Query
SSurvey Area: Lane County Area, Oregon
®
Miscellaneous Ydscer
Suavely 21
y Area Data: Version 19, OctOc12T, 2921
®
Perennial VMmer
Shc map units are labeled (as space allows) for map scales
y,
Rock Outcrop
1:59,999 or larger.
A
Saline Spot
Dates) aerial images were photographed: Jun 12, 20191
19, 2919
Sandy Spot
The odhophoto or other base map on which the soil lines were
Severely Eroded Spot
compiled and digitized probably differs from the background
imagery displayed on these maps. As a result, some minor
Sinkhole
shifting ofmap and boundaries may be evident.
�p
Slide or Slip
Sodic Spot
_SD, Natural Resources web Sol Survey 3/172922
all Conservation Service National Cooperative Shc Survey Page 2 of 3
Sal Map�ane Connly Area, Oregon
Map Unit Legend
Tax La 8000 S. "h Street
LSUa Natural Resources Web Soil Survey 3/17/2022
i Conservation Serme National Cooperatirve Soil Survey Page 3 of3
Map Unit Syrnl W
Map Unit Name
Acres in AOI
Percent of AOI
43C OixonNlle-Philomath-llazaair
complex, 3 to 12 percent
slopes
5.4
44.2%
89F
Nekia silly day loam, 3010 50
Percent slopes
8.8
55.8%
Totals fcr Area of Interest
122
100.0%
LSUa Natural Resources Web Soil Survey 3/17/2022
i Conservation Serme National Cooperatirve Soil Survey Page 3 of3
Map Unit Description: Dixontile-Milanath+azelair complex, 3 to 12 percent slopes -Lane Tax Lot 8000 S. 67th Street
County Area, Oregon
Lane County Area, Oregon
43C—Dixonville-Philomath-Hazelair complex, 3 to 12 percent
slopes
Map Unit Setting
National map unit symbol. 236x
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. Farm land of statewide importance
Map Unit Composition
Dixonville and similar soils: 35 percent
Philomath and similar soils. 30 percent
Hazelair and similar sails: 20 percent
Minorcomponents: 4 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Dixonville
Setting
Landform: Hills
Landform position (two-dimensional): Summit, shoulder, toeslope
Landform position (three-dimensional): Interfluve, nose slope, base
slope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material. Colluvium and residuum derived from basalt
Typical profile
Hl - 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 lowto moderately high (0.06 to 0.20 inlhr)
Depth to watertable: More than 80 inches
Frequency of floodirg: 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
Lard capability classification (nonirrigated): 3e
Hydrologic Sail Group: D
LSDA Natural Resources Web Soil Survey 3/17/2022
i conservation Serves National Cooperative Soil Survey Page 1 or3
Map Unit Description: Oixonvile-PhilamaIh+azdair complex, 3 to 12 percent slopes --Lane Tax Lot 8000 S. 67th Street
County Area, Oregon
Ecologicalsde: R002XCO11OR - Low Hill Group
Forage suitability group: Well drained < 15% Slopes
(G002XY0020R)
Other vegetative classification. Well drained < 15% Slopes
(G002XY0020R)
Hydric soil rating. No
Description of Philomath
Setting
Landform: Hills
Landform position (two-dimensional): Summit, shoulder, toeslope
Landform position (three-dimensional): Interfluve, nose slope, base
slope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material. Colluvium and residuum derived from basic
igneous rock
Typical profile
H1 - 0 to 6 inches: cobbly silty clay
1-12-6to14inches. cobblysiltyclay
H3 - 14 to 24 inches: weathered bedrock
Properties and qualities
Slope: 3 to 12 percent
Depth to restrictive feature: 12 to 20 inches to paralithic bedrock
Drainage class. Well drained
Capacity of the most limiting layer to transmit water
(Ksat): Moderately Iowto moderately high (0.06 to 0.20 inlhr)
Depth to watertable: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches. Very low (about 2.2 inches)
Interpretive groups
Lard capability classification (irrigated): None specified
Land capability classification (nonirrigated): 6s
Hydrologic Sal Group: D
Ecological site: R002XC009OR - Bald Group
Hydric sal rating. No
Description of Hazelair
Setting
Landform: Hills
Landform position (two-dimensional/: Summit, shoulder, toeslope
Landform position (three-dimensional): Interfiuve, nose slope, base
slope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material. Colluvium derived from sedimentary rock
LSa1 Natural Resources Web Soil Survey 3/17/2022
i Conservation Service National Cooperative Soil Survey Page 2 or3
Map Unit Description: Oixonsile-Milornath+azelair complex, 3 to 12 percent slopes—Lane Tax Lot 8000 S. 67th Street
County Area, Oregon
Typical profile
Hl - 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 watertable: About 12 to 24 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches. Low (about 4.8 inches)
Interpretive groups
Lard capability classification (irrigated): None specified
Lard capability classification (nonirrigated): 4e
Hydrologic Sal Group: D
Ecaogicalske: R002XCO10OR- Claypan Low Hill Group
Forage suitability group: Moderately Well Drained < 15% Slopes
(G002XY0040R)
Other vegetative classification. Moderately Well Drained < 15%
Slopes (G002XY0040R)
Hydric sal rating. No
Minor Components
Panther
Percent of map unit: 4 percent
Landform: Scales
Hydric sal rating. Yes
Data Source Information
Soil Survey Area: Lane County Area, Oregon
Survey Area Data: Version 19, Oct 27, 2021
LSLA Natural Resources Web Soil Survey 3/17/2022
i conservation Serves National Cooperative Soil Survey Page 3 or3
Map Unit Description: Nekia silty clay loam, 30 to 50 percent slopes—Lane County Area.. Tax Ld 8000 S. 6711a Street
Oregon
Lane County Area, Oregon
89F—Nekia silty clay loam, 30 to 50 percent slopes
Map Unit Setting
National map unit symbol. 239k
Elevation. 350 to 1,400 feet
Mean annual precipitation: 40 to 60 inches
Mean annual airtemperature: 52 to 54 degrees F
Frost -free period. 165 to 210 days
Farmland classification. Not prime farmland
Map Unit Composition
Nekia and similar soils: 85 percent
Estimates are based on observations, descriptions, and transects of
the mapunit.
Description of Nekia
Setting
Landform: Hills
Landform position (two-dimensional/: Shoulder, backslope
Landform position (three-dimensional): Nose slope, side slope
Down-slope shape: Linear
Across -slope shape: Linear
Parent material. Colluvium and residuum derived from basalt and
tuff
Typical profile
Oi-Oto 1 inches. slightly
decomposed plant material
H1 - 1 to 11 inches:
silty clay loam
H2 - 11 to 36 inches.
clay
H3 - 36 to 40 inches:
unweathered bedrock
Properties and qualities
Slope: 30 to 50 percent
Depth to restrictive feature: 20 to 40 inches to lithic bedrock
Drainage class. Well drained
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high (0.20 to 0.57 in/hr)
Depth to watertable: More than 80 inches
Frequency of flooding: None
Frequency of ponding: None
Available water supply, 0 to 60 inches. Low (about 5.7 inches)
Interpretive groups
Lard capability classification (irrigated): None specified
Lard capability classification (nonirrigated): 6e
Hydrologic Soil Group: C
Ecological site: R002XCO12OR - Red Hill Group
LSDA Natural Resources l4pb Sail Survey 3/17/2022
i conservation Serves National Cooperative Soil Survey Page 1 oft
Map Unit Description: Nekia silty clay loam, 3D to 5D percent slopes --Lane County Nee, Tax Ld 8000 S. 871h Street
Oregon
Hydric sdl rating: No
Data Source Information
Soil Survey Area: Lane County Area, Oregon
Survey Area Data: Version 19, Oct 27, 2021
LSDA Natural Resources Web Soil Survey 3/17/2022
i conservation Serme National Cooperative Soil Survey Page 2 oft