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Branch Engineering, Inc.
310 5th Street. Springfield, Oregon 97477 . (541) 746-0637 . FAX (541) 746-0389
147 Commercial Street NE #10' Salem, Oregon 97301 . PH/FAX (503) 779-2577
June 4, 2009
Branch Engineering Project No. 09-060
PRINCIPALS:
James A. Branch, P.E., P.L.S.
Rene' Fabricant, P.E., S.E.
Michael Lane Branch, P.E.
Damien Gilbert, P.E.
Renee C. Clough, P.E., P.L.S.
Ronald J. Derrick, P.E.
Mr. Len Arnie.
East Side Baptist Church
4045 Commercial Avenue
Springfield, Qregon 97477
Subject:
GEOTECHNICAL INVESTIGATION REPORT
PROPOSED SANCTUARY BUILDING
4045 COMMERCIAL AVENUE
SPRINGFIELD, OREGON
Dear Mr. Arnie:
Branch Engineering Inc. (BEl) has conducted a site investigation to assess the geotechnical
engineering properties of the subsurface conditions at the subject site for the proposed building
construction. The accompanying report presents the results of our site research, field
exploration, testing, and data analyses, as well as our conclusions and recommended
geotechnical design parameters for the project. Based on the results of our study, the site is
suitable for the planned development, provided that the recommendations of this report are
implemented in the design and construction of the project.
If you have any questions regarding this report please contact the undersigned at your
convemence.
Sincerely
Branch Engineering Inc,
Date Received:
AUG 1 0 2010
EXPIRES: DECEMBER 3/, 2009
Ronald J. Derrick, P.E.
Principal Geotechnical Engineer
Original Submittal
CIVIL
STRUCTURAL
SURVEYING
GEOTECHNICAL
TRANSPORTATION
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TABLE OF CONTENTS
1.0 INTRODUCTION .....................................................................................................1
1.1 Project and Site Description...............................................................................................................1
1.2 Scope of Work .....................................................................................................................................2
1.3 Site Information Resources ................................................................................................................2
2.0 FIELD AND LABORATORY TEST RESULTS ........................................................3
3.0 SITE SUBSURFACE CONDITIONS.......................................................................4
3.1 Ground Water..............................................:........................................................................................4
4.0 GEOLOGIC SETTING ..................................... ......................................... ...............4
4.1 Regional Geology ................................................................................................................................4
4.2 Site Geology .........................................................................................................................................5
5.0 CONCLUSIONS ......................................................................................................5
5.1 Seismic Design ....................................................................................................................................5
6.0 RECOMMENDATIONS ............... ............................................................................6
Site Preparation, Earthwork, and Foundation Subgrade Requirements ...............................................6
FilIICutSlopes..............................................................................................................................................7
Excavations.................................................................................................................................................. 7
Drainage ....................................................................................................................................................... 7
Soil Bearing Capacity ...................................................................................................................................8
Slabs-On-Grade ...........................................................................................................................................9
Settlement ....................................................................................................................................................9
Pavement Design.........................................................................................................................................9
7.0 REPORT LIMITATIONS .................................... .......................................................9
Date Received:
AUG 1 0 2010
Original Submittal
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GEOTECHNICAL INVESTIGATION REPORT
EAST SIDE BAPTIST CHURCH
4045 COMMERCIAL AVENUE
SPRINGFIELD, OREGON
BRANCH ENGINEERING INC. PROJECT No. 09-060
1.0 INTRODUCTION
This report presents the results and findings of Branch Engineering, Inc. (BEl) field
observations, testing, and research for the subject site. The site, located at 4045
Commercial Avenue in Springfield, Oregon is an irregular shaped parcel. The site is in
Section 31 of Township 17 South, Range 2 West of the Willamette Meridian. The site is
currently occupied by two, single-story, wood-frame buildings configured into a "L"-
shape, paved parking facilities, and a fenced baseball diamond.
The purpose of our investigation was to evaluate subsurface soil and geologic
conditions at the site and provide geotechnical recommendations for the design and
construction of the proposed site development.
1.1 Project and Site Description
The proposed project consists of constructing a two-story, steel rigid-frame sanctuary
building with a footprint of approximately 11,500 square feet and associated new
parking area of about 102 spaces. The expected building column and wall loads are
not expected to exceed 50 kips and 4 kif, respectively. The floor of the building is
expected to be concrete slab-on-grade.
Other than the existing buildings and parking areas, the majority of the approximately
four acre site is covered with mowed grass with few trees. A developed baseball
diamond with a fenced perimeter and dugouts is located in the approximate center of
the property. The site is relatively flat and the site can be accessed from either
Commercial Avenue or 41st Street. It is our understanding that the southwest corner of
the existing building experienced about four inches of settlement and was releveled in
2008 using helical piers installed to depths of 8- to 13-feet. An area of isolated soft fill
material was detected off the corner of the existing building as indicated by Boring 3
summary log, which likely explains the cause of the settlement. No other fill material
was encountered in our site borings. The initial site building on the north side was
constructed sometime between 1952 and 1960 with the second building added before
1968.
1
Date Received:
AUG 1 0 2010
Original SubmittaL
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 2
1.2 Scope of Work
Our scope of work included a site visit on April 9, 2009 to observe site conditions and to
direct and log the advancement of five (5) exploratory borings to depths of 10- and 15-
feet below the existing ground surface. Field log summaries are presented in Appendix
A, along with copies of nearby well logs from the Oregon Department of Water
Resources on-line database and on-line soil survey information.
The depth of the borings were advanced using a Model 6600 truck-mounted Geoprobe
hydraulic boring machine to collect near continuous, 1.5-inch diameter subsurface
samples. Representative samples were collected for additional visual inspection and
laboratory in-situ moisture determination and shrink/swell potential.
The test pit soil stratigraphy was visually classified in accordance with the American
Society of Testing and Materials (ASTM) Method 0-2488. In-situ field testing consisted
of pocket penetrometer readings to assess unconfined compressive strength of the fine-
grain soils, vane shear testing, dry strength and dilatency testing.
1.3 Site Information Resources
The following site investigation activities were pl:'rformed and literature resources were
reviewed for pertinent site information:
. Review of the United States Department of the Interior Geological Survey
(USGS) on-line Quadrangle Map, 7/1/1986.
· Review of University of Oregon aerial photographs from 1936 to 2000.
· Five exploratory borings were advanced on site at the approximate locations
shown on Figure 1.
· Review of the Lane County area Web Soil Survey, United States Department of
Agricultural (USDA) Natural Resources Conservation Service (NRCS)
· Review of the USGS Geologic Map of Oregon, USGS 1991
· Review of Oregon Department of Water Resources Well Logs (attached in
Appendix A)
Date Received:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 3
2.0 FIELD AND LABORATORY TEST RESULTS
In addition to the field visual-manual methods for soil classification, in-situ vane shear
testing was conducted to assess soil strength. Results of the vane shear tests are
included on the test pit summary logs and summarized below with the calculated shear
strength.
Table 1:
In-Situ Vane Shear Testing Results and Calculated Shear Strength
Location Depth of Soil Type Field Torque Bjerrum's (1972) Calculated
Test (ft) (ft-Ib) Correction Shear Strength
Factor (lb/ft2)
B-1 3 Silty Clay 30 083 3,300
B-2 3 Silty Clay 25 0.83 2,750
B-3 3 Clay Fill 15 0.83 1,650
B-4 2 Silty Clay 18 083 1,980
B-5 2 Silty Clay 19 083 2,090
Representative samples of the near surface soils were also collected to measure the in-
situ moisture content and free swell potential of the soil. Results of these laboratory
tests are summarized in the following Table 2.
Table 2:
In-Situ Moisture Content and Free Swell Potential
Location Depth (ft) Soil Type In-Situ Free Swell (%)
Moisture (%)
B-1 3 Silty Clay 45.6 15
B-2 3 Silty Clay 28.9 30
B-5 2 Silty Clay 29.7 20
Date Received:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 4
3.0 SITE.SUBSURFACE CONDITIONS
The near surface soils within the project area consist of Pleistocene age unconsolidated
to semi-consolidated alluvial terrace deposits of clay, silt, sand and gravel from
lacustrine and fluvial environments. The NRCS Web Soil Survey maps the east side of
the site as part of the Oxley-Urban land complex and the west side as Awbrig-Urban
land complex, both of which are described as poorly drained silty clay loam with gravel
in the Oxley complex.
The site borings indicate silty clay overlying dense .sandy gravel deposits commonly
referred to as "Bar-Run" material at depths between 2.5- and 8-feet below the ground
surface. The fine-grain alluvial soils are generally moist to very moist, soft in the upper
1- to 2-feet grading to stiff. The sandy gravel deposit, Bar-Run, is moist and dense.
Based on nearby well logs, the Bar-Run is generally encountered with the upper 20 feet
of the surface and extends to depths of over 50 feet.
3.1 Ground Water
A static ground water level was encountered between 4.5- and 6-feet below the ground
surface in those borings within the building site. Nearby well logs indicate a static
ground water levels between 9 and 17 feet below ground surface. The water level
below the site will be influenced by seasonal precipitation changes and the water level
of the McKenzie River located less than 1 mile north of the site. Ground water is not
anticipated to adversely affect the proposed site development; however, some utility
trench dewatering maybe required.
4.0 GEOLOGIC SETTING
The following sections described the regional and local site geology. Our field findings
are consistent with the geologic mapping of the site area by the Oregon Department of
Geology and Mineral Industries (Walker & MacLeod, 1991).
4.1 Regional Geology
The subject site lies within the southern portion of the Willamette Valley Geomorphic
Province 0NVGP), east of the Coast Range and west of the Cascade Mountains
Provinces. The WVGP is a regional lowland that extends from just south of Eugene,
Oregon to Vancouver, British Columbia. 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. The bedrock of the Willamette River Valley in the
area of the subject site is believed to be part of the Fisher-Eugene Form~~ ~~tved:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 5
described as marine sedimentary rocks from the Oligocene and Eocene epochs
(approximately 35 million years ago). 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 southern Willamette Valley. Compression forces,
along with uplifting of the Cascade and Coast Range Mountains, during the Miocene
and Pliocene epochs depressed the Willamette River Valley and caused gentle folding
of the Fisher-Eugene Formations. 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. Approximately 13,500 years ago the Willamette Valley was cyclically flooded
by catastrophic breaks in the ice dams of Lake Missoula. These flood events filled the
valley to a depth of about 350 feet before retreating, causing sequences of upward
fining deposits of silt and clay.
4.2 Site Geology
The observed site conditions are consistent with the mapped geology of the site and
that of the general geologic setting described above. Silt and clay overlay sand zones
atop the gravel Bar~Run material that that may contain cobbles to 8 inches in diameter.
The Bar-Run in this area has a matrix of sand and silt. The gravel/cobbles are
anticipated to extend to a depth over 100 feet with bedrock being several hundred feet
below ground surface.
5.0 CONCLUSIONS
Based on our field observations, subsurface explorations, and data analyses, we
conclude that the site is geotechnically suitable for the proposed development provided
that the recommendations of the report are incorporated into the design and
construction of the project.
The primary impedance to site development will be the removal of the upper 1- to 2-feet
of soft, silty clay soil to expose a firm foundation subgrade.
5.1 Seismic Design
Based on our site reconnaissance, subsurface observations, review of nearby well logs,
and our general knowledge of the site geology, the potential site hazards resulting from
a seismic event are negligible. The site topography is flat; therefore, there is no hazard
from slope instability or lateral spreading since there are no mapped fault lines within
the vicinity of the site. Although not specifically encountered in our investigation, the
presence of saturated sand lenses below the site is likely; however, the potential for
adverse impacts to site development due to liquefaction occurring is neM~~wetI:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 6
the sand lenses would be at a depth greater than 5 feet below surface grade and are
likely in a dense condition.
6.0 RECOMMENDATIONS
The following sections present general recommendations for site preparation and
grading, drainage, foundations, pavement design, and utility excavations.
Site Preparation and Earthwork
The following recommendations are for earthwork in the building pad area. Specific
recommendations for roadway subgrade and base rock sections are provided in the
subsequent Pavement Design section of this report.
Earthwork shall be performed in general accordance with the standard of practice as
generally described in Appendix J of the 2007 International Building Code. All areas of
fill intended to directly or laterally support structures or road/parking areas shall be
stripped of vegetation, organic soil, undocumented fill, or other deleterious material.
These strippings shall either be removed from the site or used in nonstructural areas.
The Geotechnical Engineer shall observe and approve subgrade soils prior to placing
fills, base rock, or foundation forms. Areas of fill placement will require excavation of
the surface topsoil to a depth of about 24-inches below existing surface grade.
Additional excavation may be required in areas to remove debris or minor fill from site
leveling. Should soft areas or areas of distinct soil color variation be discovered, this
office shall be notified to perform site observation.
!mported material is expected to comprise site fills, if constructed. BEl recommends
the use of nonexpansive, granular material for structural fill areas. On site or imported
fine-grain soil may be used for fill with approval from the Geotechnical Engineer prior to
delivery to the site. Soil fill may require moisture conditioning (drying or addition of
water), specific compaction equipment, and field observation and testing to achieve the
required compaction standard herein. All material shall be approved by the
Geotechnical Engineer prior to delivery to the site. Should soil fill be used, it is
recommended that the site be graded so that all building pad areas are underlain with at
least 24-inches of consistent material type, whether it is structural fill or native material.
The native soils have a moderate shrink/swell potential, therefore, it is recommended
that the upper 8-inches of all building pads be comprised of compacted 3/4" or 1"-0
crushed aggregate to mitigate soil moisture fluctuations.
If on site soil is used for fill, it is recommended that work be performed during the dry
season when site soil moisture content is more easily controlled for compaction.
Currently, the native soils appear to be 6% to 18% over optimum moisture content.
Date Received:
AUG 1 0 2010
Orinin",.1 Submittal
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 7
Native soil shall be compacted to at least 90% of the material's maximum dry density as
determined by ASTM Method 0-1557. The fine grain soils are moisture sensitive and
will soften with exposure to prolonged rainfall. It is recommended that earthwork be
performed during the dry season, generally May through October. Should earthwork be
conducted during the wet season, additional project costs will likely be incurred, such as
additional soil excavation, use of geotextiles or soil amendments for subgrade support,
and moisture control of the fill materials. An option is to use imported fill material, within
8-inches of the final grade, consisting of 3"-0 crushed, well graded rock with less than
10% of the material passing the No. 200 sieve. The 3"-0 rock shall be capped with at
least S-inches of 3/4" or 1"-0 crushed aggregate. All imported granular material shall
be compacted to at least 95% of the material's maximum dry density as determined by
ASTM Method 0-1557, and tested to measure compliance. Granular fill materials not
suitable for standard field density testing shall be proof-rolled every 12-inches in
thickness with a loaded 10 cubic yard dump-truck or equivalent piece of equipment.
Fill/Cut Slopes
Although not anticipated, and fill and/or cut slopes shall be constructed no steeper than
2:1 (horizontal:vertical) and shall be compacted to their outer edge by either back rolling
or being over built and cut to grade. All slopes shall be protected with erosion control
measures and surface water shall not be allowed to drain over the top of a slope.
Foundations shall be placed such that there is at least 5 lateral feet from the face of
slope or outside a 1: 1 plane projected from the toe of slope, whichever is greater.
Excavations
Utility excavations in the fine grain soils should stand near vertical up to 4 feet in depth.
These soils may be classified as OSHA Type A. Excavations into the expected
underlying sand/gravel zone will be prone to caving and are designated as an OSHA
Type B soil.
Drainage
A complete site drainage system is expected to be engineered; drainage from and onto
adjacent properties should be considered in the design, particularly if existing elevations
are altered. Foundations constructed below grade may require footing drains and shall
be determined in the field.
On-site disposal of storm water runoff may be feasible; however, site infiltration testing
was not included in our work scope. The near surface fine grain soils are expected to
have a low rate of infiltration, which should increase near the Bar-Run.
Date Received:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
East Side Baptist Church
Springfield, Oregon
Page 8
Soil Bearing Capacity
Based on the site observations, conventional spread footings are expected to be
constructed for the proposed site building. After conformance with the subgrade
preparation recommendations herein, foundation areas shall be covered with a
separation fabric (woven geotextile meeting AASHTO M288-00 or equivalent) and at
least 8-inches compacted crushed aggregate. The fabric and aggregate cap shall
extend at least 12-inches beyond all sides of the footings. The aggregate shall consist
of a crushed 1.5"-0 or 3/4"-0 aggregate compacted to at least 95% of the material's.
maximum dry density at determined by ASTM Method 0-1557.
The allowable soil bearing capacity of the soil subgrade at least 2-feet below existing
surface grade and prepared as described herein is 1,500 psf, and may be increased
500 psf for short-term wind and seismic loading. The coefficient of friction for concrete
poured neat against native soil is 0.35 and 0.50 for crushed aggregate layers at least 8-
inches thick. Perimeter landscape grades shall be sloped away from all foundations
and water should not be allowed to pond near footings.
The following recommendations shall be implemented in the design and construction of
the project. Periodic site observations by a geotechnical representative of BEl is
recommended during the construction of the project; the specific phases of construction
that should be observed are:
Table 3:
Recommended Construction Phases to be Observed by the Geotechnical
Engineer
At completion of building pad excavation On-site observation of subgrade soil
before aggregate placement
Imported fill material Observation of material or information on
material type and source
Placement or Compaction of fill material Observation by geotechnical engineer or
test results by qualified testing agency
Date Received:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
Proposed Hotel Site - Crescent Av & Suzanne Way
Eugene, Oregon
BEl Project No. 07-259
Page 9
Slab-On-Grade
The subgrade areas to be overlain by load bearing concrete slabs shall be prepared as
described for foundation areas except that the slabs shall be underlain by at least 12-
inches of compacted crushed aggregate. The concrete slabs shall be designed using a
modulus of subgrade reaction (k) of 150 Ib/in3 The use of a vapor barrier below
interior concrete slabs is at the discretion of the designer, and generally based on the
use of the room above the slab and/or the floor covering material.
Settlement
Specific building foundation loading was not available at the time of this report, but
loads are not expected to exceed 3 kif for walls loads or 50 kips for column loads. Site
specific consolidation testing was not performed; however, based on field testing and
observations, the estimated total settlement is not expected to exceed 3/4-inch and
differential settlement is not expected to exceed 1/2-inch over spans of 20 feet. A
portion of the settlement is expected to occur during the construction phase of the
project; however, due to the fine-grain soils below the site settlement will occur over a
longer time period as pore water migrates due to additional loading on the soil.
Pavement Design
The parking lot area and driveway are expected to be generally subjected to light
vehicle traffic; however, the following design considers occasional equipment delivery
and service vehicles, as well as emergency vehicles up to 80,000 pounds. Based on
this criteria and a 20-year design life with a 75% reliability, and incorporating the 2003
revised Asphalt Pavement Design Guide (Asphalt Pavement Association of Oregon)
and AASHTO design methods, BEl recommends a nominal thickness of 3 inches of
asphalt concrete over 8 inches of crushed aqqreqate in parkinq areas and 3.5 inches of
asphalt concrete over 10 inches of crushed aqqreqate in driveways. The crushed
aggregate base shall be compacted to 95% of the materials maximum dry density as
determined by ASTM Method D 1557. A woven geotextile separation fabric, meeting
AASHTO M288-00 or equivalent, shall be placed between soil subgrade and the base
aggregate. The geotextile fabric may be waived and the base rock thickness reduced
should subgrade excavation reveal bar-run material. Such a decision shall be made by
the field engineer at the time of excavation activities.
7.0 REPORT LIMITATIONS
This report has presented BEl's site observations and research, subsurface
explorations, geotechnical engineering analyses, and recommendations faci'f@ Received:
AUG 1 0 2010
Original Submittal
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Geotechnical Investigation Report
Proposed Hotel Site - Crescent Av & Suzanne Way
Eugene, Oregon
BEl Project No. 07-259
Page 10
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 the East Side Baptist
Church 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 under similar budget and time constraints. 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, or if we can be of further assistance, please contact our office.
Date Received:
AUG 1 0 2010
Original Submittal
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,
~
"
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"
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o
i ~ TAX MAP /7-02-3/-/-4.
~
"
"
"
....0
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.~
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".
A,
/'"
",)I'
"
TAX LOT
~
1 40
I
1""......... I
o 80
CALE: 1" = 80'
Date Received:
AUG 1 0 2010
,~ Original Subfllittal-,
~ Branch EngIneerIng, inc.
310 Fifth Street
Springfield, Oregon 97477
(541)746-0637 FAX (541)746-0389
branchadmin@branchengineering,com
. Structures . Transportation . Surveying
PROJECT No,09-060
~
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APPENDIX
A
BORJNG LOG
SUMMARJES, NEAR.BY WELL LOGS, &
WEB SOIL SURVEY
Date Received:
AUG 1 0 2010
Original Submittal
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SOIL CLASSIFICATION CRITERIA AND TERMINOLOGY
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Classification of Terms and Content USCS Grain Size
NAME: MINOR Constituenls (12-50%); MAJOR .' Fines <#200 (.075 mm)
Constituents (>50%); Slightly (5-12%) Sand Fine #200 - 1140 (.425 mn
Relative Density or ConsistencY Medium 1140 - #10 (2 mm)
Color Coarse #10 - #4 (4.75) .
Moisture Content Gravel Fine 114 - 0.75 nch
Plastidty Coarse 0.75 inch - 3 inches
Trace Constituents (O-S%) Cobbles 3 to 12 inches;
Other. Grain Shape, Approximate gradation, scattered <15% est,
Organics, Cement, Structure, Odor.... numerous >15% est
Geologic Name or F-ormaUon: (Fill, WiUarnette Silt, Till, Boulders > 12 inches
Alluvium,on)
Relative Density or Consistency
Granular Material Fine-Grained (cohesive) Materials
SPT SPT T orvane tst Pocket Pen tsf Manua.l Penetration Test
N-Value Densitv N-Value Shear Strenath Unconfined . Consrstencv
<2 <0.13 >0.25 Very Soft Easy several inches by fist
0-4 Vemoose 2-4 0.13 - 0.25 0.25 - 0.50 Soft Easv several inches by thumb
4 -10 Loose 4-8 0.25 - 0.50 0.50 -1.00 Medium Stiff Moderate several inches by thumb
10 - 30 Medium Dense 8 -15 0.50 -1.00 1.00 - 2.00 Stiff Readily indented by thumb
30 - 50 Dense 15 -30 1.00 - 2.00 2.00 - 4.00 Very Stiff Readily indented by thumbnaif
>50 VerY Dense >30 >2.00 >4.00 Hard Difficult by thumbnail
Moisture Content Structurll
Dry: Absence of rooisture. d.usty, dry to the touch . Stratified:' Alternating layers of materia' or Ollor >6 mm thick .
Damp: Some moisture but leaves no moisture on hand laminated: Alternating layers < 6 mm thick
Moist: leaves moisture on hand . FISsured: Breaks along detinate fr.3ctUre planes
Wet Visible free Water, likelY from below water table Slickensided:- Striated, p"6fished. or glossy fracture planes
Plasticity Dry Strength Dilatancy Toughness Blocky: Cohesive soil that can be broken doYm into sma"
. Non to low angular lumps whidl resist further breakdO'Nn
ML Non to low Slow to Rapid Low, can't roll lenses: "Has small pockets of different soils, note thickness . .
CL Low to Med. Mc..>-dlum to High None to Slow Medium Homogeneous: Same roror and appearance throughout
MH Med to High low to Medium None 10 Slow Low to Medium
CH Mod to Hioh Hioh to V. HiOh None HJoh
Unified Soil Classification Chart Nisual-Manual Procedurel (Similar to ASTM Designation "0-2488)
Major Divisions Group Typical Names
Svrnbols
Coarse Gravels: 50% Clean GW Welt <Jr.:lded cravels and aravel-sand mixtures little or no fines
Grained or.more Gravels GP Pooc1v-Qraded qravels and qravel~sand mixtures, little or no fines
Soils; retained on Gravels GM Siftv oravels, ~ravel-sand-silt mixtures
More than . the No.4 sieve 'Nith Fines GC . Qavey oravels. aravel-sand-d_ay mixtures
50% retained Sands: more Clean SW Well--graded sands and gravelly sands. little or no fines
on No. 200 than 50% Sands SP Poorlv-=<Jraded sands and gravellv sands, litUe or no fines
sieve passing the Sands SM snty sands, sand-silt mixtures
No.4 Sieve with Fines SC Clayey sands, sand-day mixtures
Fine-Grained Silt and Clays ML InorQanic silts rock flour davev silts
Soils: CL Inorganic dayS of low 10 medium!: lasticitv, gravelly days, sandy days, lean d~ys
50% or more low Plasticity Fines OL . Oroanic silt and oraanicsiltv days of low olasti~
Passes No. Sill a"nd Oays MH Inorganic silts, clayey silts
200 Sieve CH Inorganic days of high plasticity, fat days
High Plasticity Fines OH Organic. days of medium to hioI!B.1asticitv
Hi hly OrQanic Soils PT Peat, muck, and other hiohlv orqanic soils
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Date Received:
I
AUG 1 0 2010
."
Original Submittal
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BORING LOG No. 1
Project Name: ESSe
Project No. 09-060
Date of Log: 4-9-09
Logged by: RJD
~ Branch Engineering, Inc.
Depth Sample In-situ Free USCS Soil Description by ASTM 02488 Methods
(Ft) Type Moisture Swell
Content (%)
(%)
0 Continuous o to 12" Topsoil
Drive Very moist, dark brown silty clay
1 Probe 12" to 60" Alluvium (Os)
2 Moist, brown silty Clay
45.6 15 Pocket penetrometer = 1.5tst
3 Vane Shear = 30 ft-Ib
4
5 ~ Ground water @ 5.5'
Gravels to 1.5" diameter
6
7 Sandy gravels, dense, wet
8
9
10 -
11 Med-grain sand lense l' thick
12
13 Saturated sand lense l' thick
14
15
16 Total Depth = 15 feet
17 Ground Water Level at 5.5'
18
19
20
21 Date Recei\
."A' ft h
Page 10t 1 nuu~
ed:
Original Submittal
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BORING LOG No. 2
Project Name: ESSe
Project No. 09-060
Date of Log: 4-9-09
Logged by: RJD
~ B....anch Engineering, Inc.
Depth Sample In-situ Free USCS Soil Description by ASTM 02488 Methods
(Ft) Type Moisture Swell
Content (%)
(%)
0 (Continuous o to 30" Topsoil
Drive Very moist, dark brown silty clay
1 Probe
2
30" to 96" Alluvium (Os)
3 28.9 30 Moist, brown silty Clay mottled with grey
4 Pocket penetrometer = 1.5tsf
Vane Shear = 25 ft-Ib
5
6 ~ Ground water @ 6'
7
8 Fine - Med 9rain sand
9 Rounded gravels to 1" diameter
Very moist, dense
10
11 Fine grain sand
12
Gravels
13
14
15
16 Total Depth = 15 feet
Ground Water Level at 6'
17
18
19 Date Received
20 AUG 1 0 2010
21
Original Submittal
Page 10f 1
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BORING LOG No. 4
Project Name: ESSe
Project No. 09-060
Date of Log: 4-9-09
Logged by: RJD
~ Branch Engineer-ing, Inc.
Depth Sample In-situ Free USCS Soil Description by ASTM 02488 Methods
(Ft) Type Moisture Swell
Content ("!o)
("!o)
0 Continuous o to 12" Topsoil
Drive Very moist, dark brown silty clay
1 Probe 12" to 24" Alluvium (Os)
2 Slightly moist, light brown silty Clay
Pocket penetrometer = 1.0tsf
3 Vane Shear = 18 ft-Ib
4 Rounded gravels at 2.5'
Dry, dense gravels
5 ~ Ground water @ 5'
6
7
Fine to Med-grain sand lense 8" thick
8
9
10
11 Total Depth = 10 feet
Ground Water level at 5'
12
13
14
15
16
17
18
19
20 Date Recei' ed:
21 AUG10200
Page 10f 1 Original Submittal
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BORING LOG No. 5
Project Name: ESSe
Project No. 09-060
Date of Log: 4-9-09
Logged by: RJD
~ Branch Enginef;!ring. Inc.
Depth Sample In-situ Free USCS Soil Description by ASTM 02488 Methods
1Ft) Type Moisture Swell
Content (%)
(%)
0 Continuous o to 20" Topsoil
Drive Moist, brown, stiff clay
1 Probe 12" to 24" Alluvium (Os)
2 29.7 20 Slightly moist, light brown silty Clay
Pocket penetrometer = 1.5tsf
3 Vane Shear = 19 ft-Ib
4 Rounded sandy gravels.
~ Slightly moist, dense
5 ~ Ground water @ 4.5'
6
7
8
9
10
11 Total Depth = 10 feet
Ground Water Level at4.5'
12
13
14
15
16
17
18 Date Received:
19
20 AUG 1 0 2010
21 Original Submittal
I Page 10f 1
.....- . - - -
v-
~
~
N
~
502440
44' 3',"
0
;;
) ~
~, ~
~
5' 0
!!. Q)
l';/) 3> CD 0
c: c= ~
en N
cr ::0 ~
3 ~
- .
~ c::::>>44'2'~
i "" Q!,
g < "
= (I) '"
0- ~
N N
~ A
-
-
-
- 'so"p-Lan""'nIY Area, uregon-
(East Side Bapli,t Church)
-
-
-
502470
502500
502530
502560
502590
502620
502650
502680
g
.
~
~
~
.
~
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8
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~
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~
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44'2'54"
Map Scale: 1:1,490 ifprlnted on A size (8.5" x 11") sheet.
o
o
Meters
80 120
Feel
200 300
20 40
50 100
USDA Natural Resources
~ - Conservation Service
Web Soii SUNey 2.1
National Cooperative Soil Survey
4/8/2009
Page 1013
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Soil Map--Lane County Area, Oregon
East Side Baptist Church
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Map Unit legend
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Lane County Area, Oregon (OR637)
Map Unit Symbol Map Unit Name Acres in AOI Percent of AOI
6 Awbrig-Urban land complex 1.6 20.0%
101 Oxley-Urban land complex 6.4 80.0%
Totals for Area of Interest 8.0 100.0%
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USDA
""'=
Date Received:
Natural Resources
Conservation Service
Web Soil Survey 2.1
National Cooperative Soil Survey
4/8/2009
AUG 1 0 2010 Page 3 of 3
I
Original submittal
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Map Unit Description: Awbrig-Urban land complex-lane County Area, Oregon
East Side Baptist Church
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Lane County Area, Oregon
6-Awbrig-Urban land complex
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Map Unit Setting
Elevation: 90 to 1,300 feet
Mean annual precipitation: 30 to 60 inches
Mean annual air temperature: 50 to 55 degrees F
Frost-free period: 160 to 235 days
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Map Unit Composition
Awbrig and similar soils: 55 percent
Urban land: 30 percent
Minor components: 8 percent
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Description of Awbrig
Setting
Landfonn: Stream terraces
Landfonn position (three-dimensional): Tread
Down-slope shape: linear
Across-slope shape: linear
Parent material: Silty and clayey alluvium derived from mixed
sources
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Properties and qualities
Slope: 0 to 2 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Poorly 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 0 to 11 inches
Frequency of flooding: Rare
Frequency of ponding: None
Availabte water capacity: Moderate (about 8.1 inches)
Interpretive groups
Land capability classification (irrigated): 4w
Land capability (nonlITigated): 4w
Typical profile
o to 7 inches: Silly clay loam
7 to 29 inches: Clay
29 to 60 inches: Silly clay loam
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Description of Urban Land
Interpretive groups
Land capability (nonirrigated): 8
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Minor Components
Bashaw
Perceni of map uni/: 4 percent
Date Received:
I
USDA
--=-=
Natural Resources
Conservation Service
Web Soil Survey 2_1
National Cooperative Soil Survey
4/8/2009
Page 1 of2
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Original Submittal
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Map Unit Description: Oxley-Urban land complex-Lane County Area, Oregon
East Side Baptist Church
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Lane County Area, Oregon
101-Qxley-Urban land complex
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Map Unit Setting
Elevation: 170 to 800 feet
Mean annual precipitation: 40 to 60 inches
Mean annual air temperature: 50 to 54 degrees F
Frost-free period: 165 to 210 days
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Map Unit Composition
Oxley and similar soils: 45 percent
Urban land: 40 percent
Minor components: 5 percent
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Description of Oxley
Setting
Landform: T effaces
Landform position (three-<1imensional): Tread
Down-slope shape: Concave
Across-slope shape: Concave
Parent material: Mixed gravelly alluvium
Properties and qualities
Slope: 0 to 3 percent
Depth to restrictive feature: More than 80 inches
Drainage class: Somewhat poorly drained
Capacity of the most limiting layer to transmit water
(Ksat): Moderately high (0.20 to 0.57 in/hr)
Depth to water lable: About 6 to 18 inches
Frequency of flooding: None
Frequency of ponding: None
Available water capacity: Moderate (about 6.6 inches)
Interpretive groups
Land capabIlity classification (imgated): 3w
Land capability (nonilTigated): 3w
Typical profile
o to 17 inches: Gravelly silt loam
17 to 23 inches: Gravelly clay loam
23 to 41 inches: Very gravelly clay loam
41 to 60 inches: Extremely gravelly sandy loam
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Description of Urban Land
Interpretive groups
Land capability (nonilTigated): 8
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Minor Components
Courtney
Percent of map unit: 5 percent
Date Received:
I
AUG 1 0 2010
USDA
~
Natural Resources
Conservation Service
Web Soil Survey 2_1
National Cooperative Soil Survey
OrigillClI GubFl1ittal--.ram09
Page 1 of2
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Map Unit Description: Oxley-Urban land complex-Lane County Area, Oregon
East Side Baptist Church
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Landform: Depressions
Data Source Information
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Soil Survey Area:
Survey Area Data:
Lane County Area, Oregon
Version 6, Dee 22, 2006
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Date Received:
AUG 1 0 2010
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USDA
~
Natural Resources
Conservation Service
Web Soil Survey 2_1
National Cooperative Soil Survey
Original subrnittr,;i_~=~
4/8/2009
Page 2 of2
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Diameter From To Gauge Sleel Plastic Welded Threaded
~ C.,ing. 0 0 0 0
0 0 0 0
0 0 0 0
0 0 0 0
I Screen: 111 ~ 0 0 0
0 0 0 0
Slot size Date Started '3 -IS -Slc.
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~ -
lfH"J t::
S)~~
STATE OF OREGON
GEOTECHNICAL HOLE REPORT
(as required by OAR 690-240-035)
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Hole Numb" Df' - 4'
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(1) OWNERfPROJECT:
N=, WEYERHAEUSER CORP
Add,,:.. 785 N 42ND ST
c.ty SPRINGFIELD
(2) TYPE OF WORK
!Xl New 0 Deepening 0 Alteration (repair/recondition) [JG\bandonment
(3) CONSTRUCTION:
o ROTary Air 0 Hand Auger
ORotary Mud o Cable Tool
(4) TYPE OF HOLE:
Stare
OR
Zip 97477
I
o Hollow Stem Auger
[){Push Probe
DOther
!XI Uncased Temporary
r 0 Uncased Permanent
\ (5) USE OF HOLE:
o Cased Permanent
o Slope STabilily 0 Other
SOIL & WATER SAMPLE
I (6) BORE HOLE CONSTRUCTION:
.--\ Special Construction approval DYes [}t-lo Depth of Completed Hole ~t.
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HOLE
SEAL
Diameler From To
Malerial From
To
Sacks or pounds
LiSs
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Backfill placed from -D-. ft. to -..ZZ:. Fe
Filter Pack placed from _ fl. to fr.
M"'rial BENTON IT
Size of pack
I
(7) CASING/SCREEN:
f. (8) WELL TESl:
o Pump o Bailer
Permeability
I Conductivity
Temperature of Water
Was water analysis done? 0 Yes
I By whom?
Depth of strata analyzed. From
Remarks:
DAir
Yield
o Flowing Artesian
GPM
PH
50 <bI:
ONo
Depth artesian flow found _ f1.
h.to
I
"
."
,.
(9) LOCATION OF HOLE by legal description:
County LANE Latitude Longitude
TownshiR 1 7 S N or S Range 2 W E or W. WM.
Section 31 NE 1/4 NE 1/4
Tax Lot Lot Block Subdivision
Street Address of Well (or nearest address)
SAME
Map with location identified must be attached
(10) STATIC WATER LEVEL:
. , ~ ~ 1 ft. below land surface.
Date 3 -/s=-1'"
Dale
Anesian pressure
(11) SUBSURFACE LOG:
lb. per square inch
Ground Elevation
Material Descri tion
WATER RESOURCES DEPT.
SALEM OREGO
Date Started 3 -/ SO "
Date Comple'w 3-1S--'7<..
(12) ABANDONMENT LOG:
Material Descri tion
From
To Sacks or Pounds
8 BENTONITE
o
Lz:..
Date Completed 3 -I S- -'7"
PTOfessional Certification
(to be signed by a licensed water supply or monitoring well construcTor. or registered
geologist Or civil engineer).
I accept responsibility fOr the construCTion, alteration. or abandonmenl work
performed on during (he ,:;,mstruction dates reported above. All work performed
during this time is in compliance with Oregon geotechnical hole construction
standards. This report is true to the best of my knowledge and belief.
ft.
License or Registmtion Number
10347
S;gned"l
~,
Date
'I~{-'7(P
I#L-
Affil;a,ion GEO-TECH EXPLORATIONS, INC
I THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPLETION OF WORK
I
ORIGINAL & FIRST COPY-WATER RESOURCES DEPARTMENT SECOND COPY-CONSTRUCTOR
THIRD COP~)O~~to
Original Submittal
InstrucUon. for completing this report are on the last page of thll fonn.
We" No. (6) LOCATION OF WELL 1Jy legal desc,iption
Co Job No. 3977 County
Town.hlp 17.00 S
1. NW 1/4 of HE 1/4 or above section.
I STATE OF OREGON
MONITORING WELL REPORT
(a8 required by ORS 537.785 & OAR 690-240..(95)
I f/I OWNER/PROJECT
LANE
Name
I GREAT WESTERN CHEMICAL CO.; ZIMMERLI, LE
Street "808 SW 15TH AVE
City PORTLAND s.... OR Zip 97205
I (]) TYPE OF WORK
k8J New ConstrueUon 0 Alter (ReeondIUon) 0 Alter (Repair)
o Conversion [] Deepening 0 Abandonment
I (Jl DR1H.1NG METHOD
o Rotary Air 0 Rotary Mud U Cable
I [8J Hollow Stem Auger Other -
(4,) BORE HOLE CONSTRUCTION
Special StandardaO Depth or completed well
II D~~~~~~ T01~
19 It
I Vault
o It
1 TO
It
Jonument
It
TO
It
~In End Material
Material Depth Depth Amount Units
~oncrete I [l!:l!g I 1.0~ ~ [J1j
IHentonlte I~I 7.0~ ~ [J1j
CesIng Diameter
UnerO
Ca.lng Beilin End Con.truction Location
<< D1~te( OapttOapth Gaugt Uat.rt.1 Weld ThrMdad Of Shoe
~~DD Drlastlc 11111 D
I
Seal
I TO It
It
I
rom
moun ea nl
Grout
Iller Pack
7 It
T~. J
Screen 0
DI"""I~ I .rom ~ptlen.. D.~;DS"I
I
FDter PaCk
Material SA
Size 20.00 In.
lermeabllity
onductMty
YIeld
PH
Temperatureofwater 55 -F/C OeptharteslanftowfOUnd
tea water analy.r. done? 0
y Whom? TIM O'GARA
Depth of strata to be analyzed. From n. to
lema~
lame of supeNl,'ng Geologl.VEnglneer
It
It
{
57336
Received Date
Well 10 Tag#
Start Card #
08/16/1999
L 33563
122861
Range
2.00W
Section 31
legal Oesc:
2. Either Street address of well location
3600 COMMERCIAL AVE, SPRINGFIELD; ALSO TL 2
or Tax lot number ofwellloca.tion 2700
3. ATTACH MAPWIl1-llOCATlONIOENTlFIEO. Map wi ~approxi'nate acalellndnortherrow.
mSTATIC WATER LEVEL
9.0
Fl below land
surface.
IbIsq.ln.
Dale 07/26/1999
Artesian Pressure
Date
(8) WATER BEARING ZONES
Depth at which water was first found
9ft.
I From ~
To 1 ~ Esl Flow ~te
SWl ~
(9) WELl. I.OG
.Ground elevation
ft.
~~~::,
rn
Date started
07/26/1999 Completed
07/26/1999
(unhonded) Monitor Wl!ll Con.vtructor Certification:
I certify d1at the work I performed on the conatruction, alteratlon, or abandonment of
this weU Is In compliance with Oregon well construction standards. Materials used and
information reported above are true to the best knowledge and belief.
MWC Number 10410
Signed By ARMANDO PABLO Date
(bonded) MonItor Well Const,uctor C~_ . ,r!'
I accept responsibility for the construction, alterati~~~eJ}'~rMrined
on this well during the construction dates reported above. All wOO< performed during this
time I. In oompllance with Oregon weD ""nslrocllon '''nd~'GTI1i'I'IP<>Mloll"e to !he
best of my knowledge and belief. AU lULU I
MWC Number 10011
Signed By GREG MCINNIS Original Sullmittal___
I(
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If
lo-.'(\~
~-'3~2 -S/~33.
SITE MAP 513~~-. 5;/3?J..,
I! S & I~)'HI ef:} IJ. J.g ~o
r 1
~IO.. . '(
I - .
Il+
Ul
I\~
:d rf
Q1 (:)
"f~ e>
c:::J
I """6
<-.J !
\0 ,.
I J ~
(1J ~
I :l
-l
I
I
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I
3(,00 Q.On\lLcc.~a.ll S+
Date Received:
e I J. ;). 8' 59
AUG 1 0 2010
Original Submittal
e 1J..d...~ 58
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20 L2L"ON Bv:~O 66. 9L/BO
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6SLv269 SNOrl~~O'dX3H)31039
1ST ATE OF OREGON
GEOTECHNICAL HOLE REPORT
LA~E 56745
Reeaived da'e 03/05/1999
(as required by OAR 690-240.035)
I
Hole No.
Co.Job No. B-1
o AIte, (RecolUllOon)
{gJ Abandonment
o Alter (Repair)
County Lane
Township 17.00 S
Section 31
Tax lot
Legal dese:
Street Address of Well (or nearest address)
SAME
latitude
n
longitude
2.00 W
SE 1/4
I Name MARSHALL'S OIL & INSULATION
SOee' 4131 EST
City SPRINGFIELD Sta'e OR Z;p 97477
I (z) TYPE OF WORK
l8J New
o Deeponlng
Range
NE1/4
lot
Block
SubdivisIon
I
MAP with location indentified must be attached
(JOISTATIC WATER LEVEL
o Rotary AI'
.0 Rotary Mud
o Hand Auger
o Cable Tool
o Hollow Stem Auger
[8J Push Probe Other
ft. below land surface.
Date
Artesian Pressure
Iblsq.ln.
Date
I (41 TYPE OF HOLE
IZI Uncased Temporary 0 Cased Permanent
o Unused Permanent 0 Slope Stability Other
I(~I USE OF HOLE
(J 11 SUBSURFACE LOG
Ground Elevation fl
I M~MI
~~~~y GRAVELS
I Fn>n ~~
1(61 BORE HOLE CONSTRUCTION
Special Standards 0 Depth of completed well
18 It
HOLE
I SEAL
OIls
I Backfill placed from
Filter pack placed from
1(71 CASING/SCREEN
It TO
It TO
fl Material
ft. Size
in.
Date started
02/05/1999 Completed 02105/1999
(111 ABANDONMENT LOG
I
I Screen 0
I
Date started
Completed
(111 WELL TEST
t?enneabllily
onductMly
Temperature of water
"FIe Depth artesian now found
ft.
Professional Certification
(to be ~Igned .bY. a Ii~nsed water suppty or monitoring weU constructor, or registered
geologist or eml engmeer).
I accept responslblUty for lhe construction, alteration or abandonment work perfOrmed
on this well during the construction dates reported abOve. All work perfOrmed durlng this
time is in compliance with Oregon geotechnical hole construction standards this
report is true to the best of my knowledge and belfef. .
Yield
GPM
PH
ri"as water anlllysl~ done?
~y Whom?
Depth of strata to be analyzed. From
o
ruo
It
License or Registration Number 10347
re=~
Name of supervising Geologist/Engineer
Signed By THOMAS WILSON Dat~atReceived:
Affiliation GEO TECH EXPLORATIONS
I
THIS REPORT MUST BE SUBMITTED TO THE WATER RESOURCES DEPARTMENT WITHIN 30 DAYS OF COMPlETION OF WORK
Original Submittal
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GEOTECHEXPLORATIONS
6924759
,.:,
03/14 '99 20:55 NO.646 U~
SITE MAP
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Geo -(0)1\
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Date Received:
AU6 , 0 2010
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