HomeMy WebLinkAboutPermit Notice 2005-3-11
FAX (54.1)
~otice to Permit Applicant
Soils stabilization required for subdivision sites
Name ofowner--1=/AYl)ii_) fj~/lIJt';J Permit: CM~~-tZ'/1b
Address of Project: W;.7S ~ /-Iv 6
Subdivision --IP5Pt!H ~..f 3fJ2..,,+/)~
~~ s - )..or 13
Tax Map:
Tax Lot:
The building site at the above address is located on property that has soils prone to shrink-swell or
other potential movement. Excavations, placement of fill materials and drainage for this site must
be done under the direct supervision of a properly licensed Professional Engineer or Architect to
verify the stability of the resulting building pad and the site.
The owner, or the owner's qualified agent, is responsible to obtain the services of the appropriate
professional engineer or architect (design professional). The design professional shall provide
direction for the stabilization methods to be used for the building pad (and surrounding site, when
site stabilization is also necessary). The geotechnical report, which was prepared for this
subdivision, may be utilized to provide appropriate guidance for the methods of stabilization and
required compaction for the specific site.
The engineer or architect shall prepare a report to be submitted to the City stating how the soil
stabilization is being accomplished, including requirements not yet completed (if any). A signed
and stamped report from the engineer or architect must be received and approved bv this office
before footin!! or foundation inspection approval will be !!ranted bv the Citv Buildin!! Inspector.
ACKNOWLEDGEMENT: The undersigned acknowledges the forgoing requirements for
soil stabilization, including excavation, fill, soil compaction and drainage, as provided in the
geotechnical report for the subdivision. The stabilization will be accomplished under the
d~rection o~.a 11~ice , d pr~fe ional engineer or architect as noted above. ./ /
Slgnature~fi ' . Date f'foP'
Name (~L ,,., c..--C Affiliation to owner
GEOTECHNICAL INVESTIGATION
prepared for
HAYDEN' ENTERPRISES, INC.
for the
JASPER MEADOWS SECOND ADDITION '
, SPRINGFIELD, OREGON
'EXPIRES: 12/31/01
February 16, 2003
RE(~~rV l~D
APR 1 8 2003
II BOIRE ASSOCIA, cS INC. BY:,
Prepared by:
G
5160SWBealsAvenue . Corvallis,OR 97333 . Tel:'541.753.5344 . Fax:541.753.5347
. .. SOIRE ASSOCIA ;S INC-
.. G~otechnical Engineering ;olutions '
Boire Associates Inc,
5160 SW Beals Avenue
Corvallis, Oregon 97333
TEL 541,753,5344
FAX 541,753,5347
Mark Vukanovich
Hayden Enterprises, Inc.
2622 SW Glacier Place, Suite 110
Redmond,Oregon97756
February, 16, 2003
Re:
Jasper Meadows Second Addition
Geotechnical Investigation
Springfield, Oregon
Proiect 203.012
Dear Mr. Vukanovich:
, .
As requested, Soire Associates Inc. has completed a foundation investigation for the proposed
Jasper Meadows Second Addition in Springfield, Oregon. This report provides a description of
our work, a discussion of site conditions, and recommendations for site preparation, building
pad development (residential foundation support) and pavement design for public streets.
Our investigation of the property found high plasticity clay at many locations and depths that
appears expansive. The clay is more extensive than found within previous development phases
to the immediate north and we do not expect it will be practical to remove or segregate this
material during mass grading. The planned development should be feasible; however, some
special preparations of residential building pads would be required to mitigate clay that is
potentially susceptible to shrink/swell beneath foundations. After grading, we expect limited
over-excavation would be required beneath footings, slabs and/or pavements to remove the
upper 1 to 2 ft of soil that would be most susceptible to future movement.
.
Our recommendations for general grading are relatively strict to ensure compacted fills would
be less expansive than native (in-place) soil. As an alternative to potentially restrictive
earthwork procedures and practices, the use of post-tensioned slabs might be possible as
discussed in the report. Expansive soils beneath streets have been given a lower priority as
these structures are low risk and have a finite useful life.
It has been a pleasure working with you again. Please contact us with any questions.
Sincerely,
Soire Associates Inc.
1PfiY~ ~
~. Todd Soire, P.E.
PROJECT INFORMATION
The project consists of a new residential subdivision in Springfield, Oregon that will include
developing 39 building lots and constructing approxrmately 2,000 lineal ft of new ro~dway. The
proposed development would incorporate about 11 acres, immediately south of the' Jasper
Meadows First Addition subdivision that is currently in the process of being built out. A vicinity
map is shown on Figure 1.
SITE CONDITIONS
Site conditions were explored on February 6, 2003 by conducting a surface reconnaissance of
the property and by excavating twelve exploratory test pits with a tracked hoe (excavator).' The
explorations were located in the field by pacing from existing physical features and referencing
these locations to a site plan provided to us. The approximate test pit locations are shown on
Figure 2 of this report.
The field explorations were coordinated and monitored by a geotechnical engineer from our staff
who recorded the subsurface conditions' encountered, obtained representative soil samples, and
described the soil by visual and textural examinations. Disturbed (bag) samples were obtained
from representative soil strata :by hand. All soil encountered was described using the Unified
Soil Classification System (Standard Recammended~ Practice far Description. .of Soil, Visual-
Manual Procedures). Narrative test pits logs are presented as an attachment to this repart.
These logs represent .our interpretation of subsurface conditions identified during the
geotechnical explorations.
Toooaraohv and Veaetatian
Topographic information provided to us indicates the site slopes from the east down to the west
, at a relatively gentle and constant grade of abaut 16 (horizontal) to 1 (vertical). Along the
, '
eastern boundary of the development area, the slope increases to abaut 5 (horizontal) ta 1
(vertical). A maximum elevation difference of about 40 ft is present across the development
area. We understand grading would be limited in order to accommodate the existing
topography.
,
The site is currently undeveloped and contains mostly tall grass, weeds and bramble patches.
There are no trees an the property.
Soil Conditions
Sail conditions within the project area are described in detail in the attached test pit logs. No fill
or other foreign debris was found on the property. The native soil typically consists of.1 to 2 ft of
medium to high plasticity clayey silt followed by high plasticity clay. Explorations generally
extended through the high plasticity clay' below a depth of 3 to 5 ft into a variable mixture of
siltstone and/or sandstone with fragments bf hard rock and intermediate layers of high plasticity
silt and clay.
Groundwater
We observed subsurface seepage in test pits TP-1, TP-8 and TP-12 that was confined within
upper soil ,layers as a result of perched runoff. No water was found at the bottom of any of the
test pits. However, we expect an elevated groundwater table might develop within 10ft of the
, ground surface during the wettest months. Except for the sloping grade, we expect the site to
be relatively poorly-drained during winter.
CONCLUSIONS AND DISCUSSION
Our investigation of the property suggests most of the site is underlain by high plasticity silts and
clays that are likely to be exposed within future building pad areas. ,Close examination of the
native soil found the materia'. often contains a fissured, slickenside and/or. blocky structure
suggestive of past soil shrink-swell. We conducted limited laboratory testing on two random
specimens obtained from the test pit~ to quantify the average soil plasticity. The test results,
which are shown on Figure B-1, indicate the upper topsoil actually consi~ts of high plasticity silt
with an "MH" designation. The underling material consists of very high plasticity clay with a "CH"
designation. Based on our previous work in the area, 'VI(e have determined the high plasticity
soils are not atypical for the area. However, the native soils should be considered relatively
expansive, especially above a depth of about 2 to 3 ft. Careful and specific earthwork
, procedures are recommended to minimize soil expansion potential (see below).
.
l.
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RECOMMENDATIONS
,The following section provides general recommendations for earthwork, bu,ilding pad
development, foundation support and pavement construction. In many cases, our
recommendations refer to specific material types or methods (shown in Italics) that are defined
or described in the "Specifications" section. '
~
~
,
Striooina
Most of the site is surfaced with t~1I grass, weeds and/or brambles. It should be expected that at
least 2 to 4 inches of stripping would be required in most areas to remove the surface organics
vegetation.
Subarade Comoaction
After stripping, the exposed Subgrade would likely consist of high plasticity silt or clay. We
recommend this soil should be treated (prior to covering) by processing/compacting the material
to a depth a 12 inches to a minimum of 95% relative compaction to a water content not less than
2% wet of optimum. In some cases, pumping of the soil might occur and it might be difficult to
obtain the required density. We should be contacted in this event to evaluate site' conditions.
Generally, proper water content control would be given priority over soil density and/or stiffness.
. Mass Gradina
In general, we would not recommend reusing the high plasticity silt or clay soils during grading
due to poor workability and unpredictable engineering characteristics. However,.the clay is
wide-spread over the site and would likely be diffi~ult to avoid. Additionally, we believe the
remolded soil would actually produce a soilless susceptible to soil shrink-swell (as compared to
the native material) if prepared properly. If used as fill, the silt/clay should be placed in
maximum 8-inch loose lifts aM compacted to a minimum of 95% relative compaction to a ~ater
conteht not ,less than 2% wet of optimum. As indicated above, we expect pumping of the soil
might occur in some cases due to high moisture contents. Workability is expected to be difficult.
Buildina Pad Develooment
We have assumed foundations for new houses would be built on flat "push-outs" constructed
during the general site grading. We recommend the native soil within push-out areas be
prepared as recommended above for "Subgrade Compaction" and "General Grading." Following
approved soil preparation, we recommend all areas that will support foundations and slabs be
covered with a minimum of 12 inches of Coarse Granular Fill capped with 6 inches of Fine
, Granular Fill. Foundations should be constructed directly on the completed fill.
~
Another alternative to mitigate potentially expansive soils within building pads would be to treat
specific foundation areas only. That is, after creating push-outs discrete trenches could be
made to bypass the upper clay within isolated footings. If used, ,trenches should extend a
minimum of 18 inches below the bottom offootings. The trenches may be made 'vertical but
should extend a minimum of 12 inches beyond the sides of footings. Excavations should be
made with a smooth bucket and the foundation soil left undisturbed. The exposed material
. should be kept moisten and immediately backfilled Fine Granular Fill to the surface of the push-
out elevation. Footings should then be constructed directly on the trench fill.
Foundation Suooort
Continuous wall footing~ for residential construction may be designed using allowable bearing
capacity of 2,000 pounds per square ft (pst). We have assumed footings would be built on
properly prepared building pads or over-excavated trenches,' as discussed above. Prior to
footing construction, all foundation areas should be kept continually moist.
Drainaae
All house foundations should be constructed with a standard perimeter foundation drain. Low
point crawl space drains may also be used. If adequate drainage is not provided, it should be
assumed that water would tend to accumulate in low areas.
Post-Tension Slabs
It might be possible to use post-tensioned slabs to avoid detailed earthwork or other special
foundation preparations. The advantage of such a system is that the reinforced ,slab resists
differential shrink-swell movement with very little special soil preparations required. The
disadvantage is that some special design and construction procedures .are required. The
completed foundation would also consist of a finished concrete slab, which might not be
preferable to all buyers.
Pavement Desian
Pavement structures are most influence or affected by heavy truck traffic. With regard to
construction traffic, we assumed each lot would generate 10 heavy truck trips. During the
design life, we expect the overall subdivision would receive less than 10 trucks per week for
garbage collection and special deliv~ries. Cars and light trucks should have relatively little
influence on the structural capacity of section.
Construction plans were not provided to us but we assume grading would be limited to shallow
cuts and fills less than 2 ft total. Subgrade preparation and compaction, as well as placement
and compaction of the aggregate base should be completed as recommended above. Where
practical, we recommend that the bulk of the aggregate base section consist of Coarse Granular
Fill.
A flexible asphalt pavement design was completed for local-type streets using the AASHTO
procedure and a 20-year service life. We assumed a relatively low Modulus of Subgrade
Resilience (MR) of 2,750 ponds per square inch (psi) to account for s,?i1 pumping resulting,
possibly resulting from our recommended method of soil preparation (Le., compacting the soil
wet of the optimum water content). The calculated pavement sections are as follows:
Section Option
Table 1
Pavement Section Options
Asphalt Thickness 1
(inches)
Aggregate Base Thickness2
(inches)
1
2
3
3
15
13
11
3%
4
Asphalt types and placement/compaction methods should conform to City standards,
2 We recommend the bulk of the material consist of Coarse Granular Fill capped with Fine Granular Fill,
Utilities
We expect trench excavations would remain relatively stable when open due to the nature of the
high plasticity soils. However, we recommend exercising extreme caution as unexpected caving
and rapid failures of trench sidewalls might occur as a result of the blocky soil structure. It is
imperative that shoring be provided in. all cases in accordance with OSHA guidelines. Utility
contractors should also assume subsurface infiltration could occur from perched runoff if
excavations are made early in the construction season.
SPECIFICATIONS
The following is a list of various materials types that have bee.n used within this report but not
previously defined.
· Fine Granular Fill should consist of 1 Y:z to %-inch minus, well-graded, clean, hard, angular,
. crushed rock with less than 5% material passing the No. 200 sieve. Place all Fine Granular
Fill in maximum 12-inch loose lifts and compact to 90% relative compaction according to
ASTM 01557.
· . Coarse Granular Fill should consist of 6 to 3-inch minus, well-graded, clean, hard, angular,
crushed rock with less than 5% material passing the No. 200 sieve. Place all, Coarse
Granular Fill in maximum 12-inch loose lifts and compact to 90% relative compaction
according to ASTM 0 1557.
· Subgrade refers to the native grade after stripping (undisturbed or compacted) that is to
receive fill. Note that general workability of high plasticity clay is expected to be difficult.
~
.
LIMITATIONS AND USE OF THIS REPORT
This report has been prepared for the exclusive use of Hayden Enterprise.s Inc. and their design
consultants for the proposed Jasper Meadows Second Addition project in Springfield, Oregon.
Information contained herein should not be construed as a warranty or guaranty of site or
subsurface conditions. Our explorations indicate soil conditions only at specific locations and
.' only to the depths penetrated. They do not necessarily reflect soil strata or water level variations
that may exist between or beyond exploration locations or limits. Soil and groundwater
conditions at other locations or times may differ. Contractors using this report for bidding or
quantity estimates, or to determine construction difficulties, do so at their own risk.
The scope of our services does not include services related to construction safety precautions,
techniques, sequences or procedures, except as specifically described in our report for
consideration in design. Our work, at the time this report was prepared, have been conducted in
accordance .with generally accepted principles and practices. No warranty or other conditions,
expressed or implied, is made.
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.. .. ASSOCIA TES JASPER MEADOWS SECOND ADDITION 1
Geotechnical Engineering Solutions SPRINGFIELD, OREGON
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A TTERBERG LIMITS
PLASTICITY CHART
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cloys; sandy and. . ~ plastic /'"
siltYr cloys ~ . ,,/ inorganic/"
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~ Silty clJys; "'.", '/ ! I /:< j
~ clayey silts 1)<;,,: /~
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Micaceous or diatomaceous
fine sandy and silty soils;
elastic silts; organic silts,
cloys, and silty cloys
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80 90 100
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ATTERBERG LIMITS
TABULATED VALUES
Sample Depth (ft) Water Content (%) Atlerberg Limits
LL PL PI USCS
S-3-1 2.5 42.9 82 27 55 CH
S-12-1 1 40.0 63 30 27 CH
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BOIRE LABORA TORY TEST RESUL T5 FIGURE NO.
.. - ASSOCIA TES JASPER MEADOWS SECOND ADDITION 3
Geotechnical Engineering Solutions SPRINGFIELD. OREGON
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TEST PIT LOGS
Project Name:
Project Number:
Project Location:
Jasper Meadows Second Addition
203.0~ 2
Springfield, Oregon
f-
.1
TP-1 (Excavated on February 6, 2003)
Deoth (ft) Soil Profile Descriotion
Elevation: .556 ft
~
0-2
Loosely structured SILT (MH); clayey, dark brown, moist, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); gray, moist, medium stiff to stiff, high plasticity. The soil
has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), moist to wet. The soil appears to have weathered from rock
(siltstone and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, rust brown, damp. The consistency of the formation
relative to soil is "hard."
2-3
3-6
6-7
Notes:
1. Roots from surface vegetation extend downward about 4 inches,
'2. Seepage from runoff perched between 3 and 6 ft.
TP-2 (Excavated on February 6,2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 559 ft
0-2
Loosely structured SILT (MH); clayey, dark brown, moist, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); gray, moist, medium stiff to stiff, high plasticity. The soil
has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, rust brown, damp. The consistency of the formation
relative to soil is "hard."
I
, I
2-4%
4% - 5%
J.
!
5% - 6
~,
,
Notes: ,
1. Roots from. surface vegetation extend downward about 4 inches. .
2. No seepage or groundwater encountered.
TP-3 (Excavated on February 6,2003) Elevation: 562 ft
Deoth (ft) I Soil Profile Descriotion
0-1 Loosely structured SILT (MH); clayey, dark brown, moist, very friable,
medium to high plasticity. Fine organics noted throughout.
1 - 3 Stiff CLAY (CH); some gravel, gray, damp to moist, medium stiff to stiff,
high plasticity. The soil has a blocky structure and shows evidence of
past shrink/swell. Sample S-3-1 taken from about 2% ft.
,3 - 5% Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted:
5% - 6% Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, rust brown, dry. The consistency of the formation
relative to soil is "hard."
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TEST PIT LOGS
Project Name:
Project Number: ,
Project Location:
Jasper Meadows Second Addition
203.012
, Springfield, Oregon
. 1-
TP-4 (Excavated on February 6, 2003) Elevation: .573 ft
Deoth (ft) I Soil Profile Descriotion
0- Y2 Loosely structured SILT (MH); clayey, dark brown, damp to moist, very
friable, medium to high plasticity. Fine organics noted throughout.
Y2 - 6 Stiff CLAY (CH); gray, damp to moist, medium stiff to stiff, very high
plasticity. The soil is highly fissured and shows evidence of past
shrink/swell. Scattered large gravels and small cobbles contained within
the soil matrix. .
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
6-8
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-S (Excavated on February 6, 2003) Elevation: 588 ft
Deoth (ft) I Soil P~ofile Descriotion
0-2 Loosely structured SILT (MH); clayey; dark brown, damp, very' friable,
medium to high plasticitY. Fine organics noted throughout.
2 - 3 Stiff CLAY (CH); some gravel, gray, damp to moist, stiff, high plasticity.
The soil has a blOcky structure and shows evidence of past shrink/swell. '
3 - 4 Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
4 - 5 Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, light brown, damp. The consistency of the formation
relative to soil is "hard."
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-6 (Excavated on February 6,2003) Elevation: 594 ft
Deoth (ft) I Soil Profil'e Descriotion '
o - 2 Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
2 -'- 3 Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
3 - 4 Stiff SILT/CLAY; very sandy with rock fragments, 'rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
4 - 5 Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, light brown, damp. The consistency of the formation
relative to soil is "hard." '
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TEST PIT LOGS
Project Name:
Project Number:
Project Location:
Jasper Meadows Second Addition
203,012
Springfield, Oregon
TP-7 (Excavated on Februarv 6, 2003)
Deoth eft) Soil Profile Descriotion
Elevation: .579 ft ,
0-1
1-2
Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); some gravel, gray, damp, stiff, high plasticity. The soil
has a blocky structure and shows evidence of past shrink/swell.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, light brown, dry to damp. The consistency of the
formation relative to soil is "hard." ,
2-5
5-5Y2
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-8 (Excavated on February'6, 2003) Elevation: 565 ft
Deoth (ft) I Soil Profile Descriotion .
---- -
o - 2 Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
2 - 3 Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
,3 - 4 Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
4 -'5 Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, dark brown to gray, dry to damp. The consistency of
the formation relative to soil is "hard." '
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. Perched water from runoff noted above 2 ft.
TP-9 (Excavated on February 6, 2003) Elevation: 565 ft
Deoth eft) I Soil Profile Descriotion
0-2 Loosely structured SILT (MH); clayey, dark brown, damp, very friable,
medium to high plasticity. Fine organics noted throughout.
2 - 3 Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blo~ky structure and shows evidence of past shrink/swell.
3 - 4 Weathered ROCK (siltstone/sandstone); silty and sandy with pockets of
high plasticity clay, dark brown to gray, dry to damp. A large boulder or
. outcrop of hard rock at 4 ft prevents continued excavation.
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TEST PIT LOGS
Project Name:
Project Number:
Project Location:
Jasper Meadows' Second Addition
203.012
Sprin8field, Ore8on
'i'
,
~
TP-10 (Excavated on February 6,2003)
Depth (ft) 'Soil Profile Description
Elevation: 575 ft
1 - 3Y2
Loosely structured SILT (MH); clayey, dark brown, damp to moist, very
friable, medium to high plasticity. Fine organics noted throughout:
Stiff CLAY (CH); gray, moist to wet, medium stiff to stiff, very high
plasticity. The soil is highly fissured and shows evidence of past
shrink/swell. Scattered gravels contained within the soil matrix.
Stiff SILT/CLAY; very sandy with rock fragments, rust brown (iron-
stained), damp. The soil appears to have weathered from rock (siltstone
and/or sandstone). Pockets of high plasticity clay noted.
~
~. .
0-1
3Y2 - 6
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
TP-11 (Excavated on February 6, 2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 586 ft
0-1
1 - 2Y2
Loosely structured SILT (MH); clayey, dark brown, qamp, very friable,
medium to high plasticity. Fine organics noted throughout.
Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell. '
Stiff SilT/CLAY; very sandy with rock fragments, rust brown (iron-
stained); dry to damp. . The soil appears to have weathered from rock
(siltstone and/or sandstone). Pockets of high plasticity clay noted.
Weathered ROCK (siltstone/sandstone); silty and sandy with fragments
of very hard rock, dark brown to gray, dry. The consistency of the
formation relative to soil is "hard." .
~
!
'i:
2%-3
3-4
,
. ,
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. No seepage or groundwater encountered.
,TP-12 (Excavated on February 6,2003)
Deoth (ft) Soil Profile Descriotion
Elevation: 572 ft
0-2
loosely structured SILT (MH); clayey, dark brown, wet, very friable,
medium to high plasticity. Fine organics noted throughout. Sample S-12-
1 taken at about 1ft.
Stiff CLAY (CH); some gravel, gray, damp, stiff, very high plasticity. The
soil has a blocky structure and shows evidence of past shrink/swell.
Weathered ROCK (siltstone/sandstone); silty and sandy with pockets of
high plasticity clay, dark brown to gray, dry to damp. A large cobble or
rock outcrop at 4Y2 ft prevents continued excavation.
2-3
3-4Y2
Notes:
1. Roots from surface vegetation extend downward about 4 inches.
2. The area is located near a ditch and the ground surface is very wet.
~+
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PUBLIC
DRAINAGE
EASEMENT
PER CCkR'S '
:RLlNE
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OPERTY LINE
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:ISTERED '\
ESSIONAL
~RVEYOR
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f 111, 1962
W. BAKER
1978
12/31/05
D: 5/B" REBAR
csr NO, 10954
o
~c\aCt5~~'~~l\~d' ~~'<<t~
Gi f ..
EXlsnNc-1 \
7.00'P.U,E. ,
COMMON AREA \
7,00' P.U.E, ~\
DEOICA lEO HEREON
~~ \~.
~
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"'.
lOT 144
74.032 S.F.
lBO,OO'
PUBLIC
- DRAINAGE
EASEMENT
PER CC&R'S
60.00'
60.00
60,00'
60,00
60.00'
60,00
529,39'
78,60"
60,00'
60,00'
_147.42'
/'
LOT 136 -
\ 6,203 S,F. ~ ~ ~ ~ ~ ~ z lOT 143
'l.\~\ mO mO mO mO mO mO m8 9\97SF
\is ;:: ~ LOT 137 ~ ~ lOT 138 r;: ~ lOT 139 ~ ==. lOT 140 ~ ==. lOT \41 ~ == lOT 142 ~ == 1,.o'2.D' ,
~ m. 't. 5.360 S.F. q 't. 5.367 S,F. ~, 't. 5.374 S,F, '-'! 't. 5,381 S.F..... '" 5.388 S,F. g: 1ft 5.395 S,F, ~ 1ft 21-:-00'
. ,~'" ~ . "" ~. :E loD't'l :E loO"tlO :E tDc:A1o :E tolJ'Oro i \.to..DLP . i \.DD':12. . i i /tl11~~~:~fE
..,,,,~cJ> ~~~ J'J'O~~6'.9' '- 39.7:L J -.2.0,00' _ _ -.2.0:!!Q' _ _ -.2.0.00' _ _ -.2.0,00' _ _ -.2.0.00' _ _ :o~80' _ ~~ 3.Q ~- -
. ~ ' 1" ~:t. '0 - ?I?
:~"; . ..~ ' L 7.00' P.U.E. - 'N89'48'06'E 412.02' - I C40
l' DEOICAlED QUARTZ AVE
HEREON 457,50', C41
. . N89.48'06"E 665,54' . .f.
N89'48'06'E 798,60'
\!; N89'48'06"E
<-
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.'56.22'
.208.04' .
^v
15,80'
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- .30,00'
. 45.64'
"'Ro..t.A'n-=:.~ .22~8.21'
FOUND: 5/8" REBAR
PER CSF NO, 10954
..............--.-..... ................ ..- --"--
.ClI
CI2
C13
CI4
CIS
CI6
CI7
CIB
CI9
C20
C21
C22
C23
C24
C2S
C26
C27
C31
C32
C33
C34
C3B
C39
C40
C41
C42
C43
C44
C45
C46
C47
C48
C49
C50
C51
C52
CS3
C54
CS5
L CS6
C4;
~
PUBLIC lEMPORARY
TURNAROUND EASEMENT
PUBLIC SLOPE
ASEMENT
15.03'
(CHORD DISTANCE) .
((
I