HomeMy WebLinkAboutSpecial Inspection Field Test & Inspection Report 2005-7-22
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EngineeriIJfl · Consulting · TestIlJfI
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Preliminary Geotechnical Subsurface
Investigation Report
For the
Proposed Glacier View Su!idivision
., 736 South '42"d Street
Springfield, Oregon 97477
Prepared for,
Mr. Jeff A Sindt
General Contractor
2J LLC
29404 Clear Lake Road
Eugene, Oregon, 97 4~2
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Prepared by
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Professional Service Industries, Inc.
1 040-A Shelley street
Springfield, Oregon 97477 '
Telephone: 541.746.9649
July 22, 2005
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PSI REPORT NUMBER: 722-55013-2
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Table. of Contents
'1 .0 .1 ntro.d uction ........................................ ................... ......................................................... 1
2.0 Project Descripti on ...;............ ................ ..... ................................................~. ......;...... ......... 1
3.0 Scope of Services ..................~.... ................. .....:............................................ ............. ........... 2
3.1 Subsurface Exploration... ..... ......... ................. ....... ...................,...................... .....2
3.2. Laboratory Eval uation .. .. .... .... . .. .. .... .. ...... ............... ... .. .................. .... .. .... ... .. ... .... . 2
3.3 E ng ineeri ng Analysis .....:................. ..... .... ..: .. .. ...... . . ............... . ..... ... . . .. . . .. ... .. ... . .... 2
4.0 Site and Subsurface Featu res......~..... .....;.................. .....................;...~.............~ 2
4: 1 Geology..;.... ........ ....... ............. ............;................. ............ ............................ ........ 2
4.2 Soils ......................:....................... ........................ ~............."....................:.. .......... 3
4.3 Groundwater ......... ....... ... .... ..... .... ...... ..... ....... ....... ... ....:..~.. ...... ...... .... ..... ........... .....3
5.0 Gondusions and Recommendations .................................................~.......m....4
5.1 Seismic Considerations...................:........................... :... ...... .................;............4
5.2 Site Preparation/Structural Fill Placement.....................................;...................... 4
5.3. Site Preparation During Wet Weather....................................;............................. 5
5.4 Preliminary Foundation Recommendations...........................:...................;.......... 6
5.5 Construction Dewatering and Drainage Considerations.... .......................:.......... 6
5.6 Excavations/Slopes................................:.................................................... ........ 7
5.7 Construction Monitoring................ .............'........... .....:.... .:..................:...7........;.....7
. 6. n General.. .................................................... :........ ...........................~................. ............ 7
. Appendix:
Site Location Map
Test Pit Location Map
Laboratory Analysis
General Notes
Soil Classification Chart
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July 22, 2005
Mr. Jeff A Sindt
General Contractor
2J LLC
29404 Clear Lake Road'
E~gene, OR 97402
Subject: ,
Preliminary Geotechnical Subsurface Investigation Report
Proposed Glacier View Subdivision
736 South 42nd Street
Springfield, Oregon 97477
PSI Report No. 722-55013-2
Dear Mr. Sindt:
,1.0 Introduction
Professional Service Industries, Inc. (PSI) is pleased to submit our Preliminary Geotechnical
Subsurface Investigation Report for the above referenced site. This report is a follow up to our
report 722-55013-1 entitled "Structural Fill Data Report, Proposed Glacier View Subdivision, 736
South 42nd Street, Springfield, Oregon, 97477" dated July 6, 2005. The purpose of these.
.services was to assist you and the engineer in identifying the subsurface materials underlying
the site to a depth of 10 to 12 feet or practical backhoe refusal, whichever occurred first, provide
preliminary foundation recommendations for future homes whose design details are not known
yet, and to provide compaction recommendations for the structural fill to be placed to raise the
site. Our evaluation was completed in general accordance with our general agreement which
you signed on July 1, 2005
2.0 Project and Site Description
Project information was provided by you during a visit to our office on June' 28, 2005 and by Mr.
Todd Powell of HIGA Burkholder Associates, LLC during a telephone conversation on. June 27,
2005. We were also provided a set of project plans entitled "Land and Drainage Alteration
Permit for Glacier View "dated June 16, 2005 prepared byHIGA Burkholder Associates, LLC.. .
As per our conversations and site plans, the proposed subdivision consists of 14 single family
residential lots. .
The subject site was located 736 South 42nd Street in Springfield, Oregon (reference the' Site
Location Map in the appendix). At the time of our exploration, the site was relatively level and at
or near adjacent street grades of 42nd Street except for the west one third of the site. . At this
location, approximately 8 feet of fill will be required to bring the site up to designed finished
subgrade. At the time of our site visit, the site was covered with grass vegetation and three'
, existing residential stru~ures in the east half of the property. The site was bordered to the
south' and west by existing single family residential structures, the north by a 60 foot Southern
Pacific Railroad Right of Way, and the east by 42nd Street.
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3.0 Scope of Services
The purpose of our study was to assess the subsurface soil conditions at the site in order to
provide appropriate re'commendations for site preparation and preliminary foundation design.
The scope of services did not include an environmental evaluation for determining the presence
or absence of wetlands, or hazardous or toxic materials in the soil, bedrock, surface water,
groundwater, or air, on or, below, or around this site.' Please note that a site-specific seismic
evaluation was beyond the scope of work for this project.
3.1 Subsurface Exploration
In order to characterize the general nature of soil and groundwater conditions at the site, two
test pits were conducted using a John Deere 3100 backhoe with a 24-inch wide toothed bucket
on July 1, 2005. The test pit locations are shown on the attached Test Pit Location Plan in the
Appendix. A log of the test pits are also attached in the Appendix. Bulk samples were identified
in the field, placed in sealed containers, and transported to the laboratory for further
classification and testing. Upon completion, the test pits were 'loosely backfilled with the
excavated soils.
It should be noted that only a limited number of test pits were performed for this site and
there is increased risk of differing conditions across the rest of the site. This risk can be
reduced by retaining PSI during construction to observe the subgrade conditions and to
evaluate the conditions across the rest of the site are consistent with our test pits. The
construction observations should include observing additional backhoe test pits.
3.2 Laboratory Evaluation
Selected samples of the subsurface soils encountered were returned to our laboratory for further
evaluation to aid in visual classification of the materials, and to help identify the materials for
comparison to soil found in the previous report on the site. The Laboratory analysis was used to
, assess the soil strength and compressibility characteristics. The laboratory evaluation consisted
of, visual' and textural examinations, moisture content tests (ASTM D4959-94), atterberg limits
tests (ASTM 04318-00), and gradation tests (ASTM 0422-98 and D1140-00). These tests were
used to classify the soil samples in accordance with the Unified Soil Classification System
(USeS). Results of the tests are shown in the Appendix.
3.3 Engineering Analysis
The geotechnical recommendations presented in this report are based solely on the available
project information, the proposed lot locations and the . subsurface materials described in this
report. If any of the noted information is incorrect, please inform us in writing so that we may
amend the recommendations presented in this report, if appropriate and if desired by the client.
PSI will not be responsible for the implementation of its recommendations when it is not notified
of the changes in the project.
4.0 Subsurface Features
4.1 Geology
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The subject site lies within the southern portion of the Willamette VallC:y' Geomorphic Province,
east of the Coast Range and west of the Cascade Mountains Geomorphic Provinces. The
Willamette Valley Province is a regional lowland that extends from just south of Eugene, Oregon
to Vancouver, British Columbia. Within Oregon, this narrow alluvial plain is approximately 130
miles long and ranges from approximately 20 to 40 miles wide' (Orr and Orr, 1996). The
province is drained by the Willamette River, the longest north-flowing river in North America.
Compressional forces attendant with uplift of the Cascade and Coast Range Mountain Ranges
during the Miocene and pliocene epochs depressed the Willamette Valley. The bedrock
lithology of the Willamette Valley in the vicinity of the subject site is the late Eocene aged
, (approx. 35 million years ago) Eugene Formation, a generally well consolidated to lithified,
tuffaceous nea~-shore marine sedimentary rock that was gently folded during the geosynclinal
compressional period described above (Yeats and others, 1991).
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Prior to deformation, low energy streams and lakes present within the southern Willamette
Valley during the Pliocene epoch covered the Eugene Formation with fluvial and lacustrine
deposits of silts and clays to various depths. With the rapid uplift of the Cascade Mountains in
the Pliocene epoch, steepened stream gradients resulted in increased erosion of the Cascades
and rapid deposition of thick gravel layers that incised the soft fluvial and lacustine, deposits
overlying the Eugene Formation. Locally, fining upward sequences of rhythmite deposits from
the Pleistocene aged Missoula Floods are preserved that record up to 30 advance and retreat
cycles of Lake Allison (Waitt, 1985), which filled the Willamette Valley to a depth of
approximately 350 feet with each flooding event (Allen and others, 1986).
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4.2 Soils
Based on the test pits and resultsbf our laboratory analysis, the soil profile consisted of:
Test Pit (TP-1) located at the northwest corner (see attached test pit location map): approximately
three inches of red-brown fine sandy silt (topsoil) with organics. Below the three inch~s of topsoil.
was approximately 9 feet of red-brown, firm to stiff, fine sandy silL This red-brown, firm to stiff fine
sandy silt material was underlain by a soft to firm, gray silty clay. The soft to firm, gray silty clay
was encountered to the maximum depth explored of 11 feet.
Moisture contents of the red-brown, firm to stiff, fine sandy silt ranged from 36 percent at three
feet to 53 percent at seven feet measured from our samples obtained in test pit TP-1.
Test Pit (TP-2) loc"!ted at the southwest corner (see attached test pit location map):
approximately three inches of fine sandy silt (topsoil) with organics. Below the three inches of
topsoil was approximately 6 1/2 feet of red-brown, firm to stiff, fine sandy silt. This red-brown, firm
to stiff, fine sandy silt material was underlain by a well graded gravel material with silt, sand and
occasional cobble. This well graded gravel material' was encountered to maximum depths'
explored of 10 feet. '
For more detail on the description of the soils encountered in our test pits, please reference the
test pit logs located in the appendix. Upon completion, the test pits were loosely backfilled with
the excavated soils. "
4.3 Groundwater
At the time of our exploration, static groundwater was encountered at approximately 8 feet
below existing ground surface in both test pits. However, we anticipate that groundwater may
rise during months 'ofpeak runoff. Variations in groundwater levels should be expected
seasonally, annually and from location to location. The contractor for this project should
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anticipate surface and stlbsurrace seepage into any subsurface excovdtions performed during
high moisture periods of the year. We recommend the contractor verify groundwater levels at
the time of construction.
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5.0 Conclusions and Recommendations
Based on the results of our field work, laboratory evaluation, engineering analyses, it is our
opinion that the site is suitable for the proposed construction provided that the following
recommendations are incorporated into the design and construction of the project.
5.1 Seismic Considerations
In accordance with Table 1615.1.1 of the 2004 State of Oregon Structural Specialty Code
(SOSSC), an amendment t6 the 2003 International Building Code (IBC), yve recommend a Site
Class 0 (stiff soil profile) for this site when considering the average of the upper 100 feet of the
site. According to the USGS probabilistic ground motion maps (http://eairit.c.r.usas.aov/ea/cai-
bin/find~ 11-2002-intreo.cqi) the maximum considered earthquake (MCE) ground motions for the
site are Ss=0.630g and S1=0.295 (for Site Class B). In accordance with Tables 1615.1.2 (1) and
1615.1.2 (2), the Site Coefficients Fa and Fy are. 1.30 and 1.81 respectively, for site Class D.
Therefore the adjusted MCE ground motions are Sms=0.819 and Sm1=0.534 (for Site Class D).
The return interval for these ground motions is 2 percent probability of exceedance in 50 years.
5.2 Site Preparation/Structural Fill Placement
At the time of initial site preparation, loose backfill material in our test pits should be located and
removed. The test pits should be backfilled with structural fill and properly compacted.
Backfilling of the test pits should be observed and documented by a. representative of PSI's
Geotechnical Engineer.
In general, we recommend that all structural improvement areas be drained of surface water
(pumping from a sump hole, if necessary). All organic material, vegetation, soft soils and any
r.esidual construction debris should be stripped and wasted from all structural improved areas.
Based on our test pits, the depth of topsoil stripping is anticipated to average about three
inches. , Stripped organic and soft soils may be stockpiled for later use in landscaping areas or
hauled off site.
Based on our knovyledge of the area and a review of the soil observed in the test pits, we
anticipate that the near surface fine grained soils will be extremely sensitive to construction
equipment traffic (i.e. dump trucks, heavy tracked dozers), especially during wet weather. In
order to reduce the risk of damaging the subgrade when stripping and filling the site, we
recommend that stripping be accomplished using a smooth bladed track hoe bucket working
from areas yet to be stripped during dry weather.
Prior to backfilling any excavations with structural fill, the area should be observed by a
representative of PSI's Geotechnical Engineer to Verify that th'e organics have been removed
and proofrolled to verify that the subgrade is ready for fill placement. Also the subgrade should
be observed by a representative. of PSI to ensure that the materials are similar to what was
encountered during our site investigation. .
After subgrade' preparation and observation by the Geotechnical Engineer have been
completed, fill placement may begin. The first layer of fill should be placed in a relatively
uniform horizontal lift and be adequately keyed into the stripped subgrade soils. Fill materials
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shou Id be a well-graded granular 'material free of 6rganic of other dek ~,ious materials, have a
maximum particle size of less than 3 inches, and fines with a liquid limit less than 45 and
plasticity index less than 20. The on-site soils are generally considered to be suitable for use as
structu~al fill, although they may require moisture conditioning prior to placement.
, All structural fill materials placed in the building area should be moisture conditioned to within :!:
2 percent of optimum moisture content and compacted by mechanical means to a minimum of
95 percent of the material's maximum dry density as determined in accordance with ASTM
01557 (Modified Proctor). Fill.materials should be placed in layers that, when compacted, do
not exceed about 8 inches.
For all structural areas, the on-site native soils may be used as structural fill provided they are
free of organics. If these soils are to be used, it will be necessary to condition the soil to uniform
moisture content within the range of optimum to approximately 3 percent above optimum moisture
content in orderto facilitate compaction. Moisture conditioning of theon-site soils should be
anticipated, as it appears, some of the soils are above the optimum moisture content
needed to achieve compaction. Should wet weather grading be anticipated, use of the on-site
soils as structural fill will not be feasible; imported granular structural fill should be used.
Selected samples of the materials to be used for structural fill should be submitted to our
laboratory in order to evaluate the maximum density, optimum moisture content, and suitability
of the soil for use as fill.
We also understand that in order to "level" the site, approximately 8 feet of fill will need to be
placed in the west portion of the site. The source of that fill is supposed to come from adjacent
utility trench excavations along 42nd Street. Selected samples of the materials to be used f6r
structural fill should be submitted to our laboratory in order to evaluate the maximum density in
accordance with ASTM 01557, optimum moisture content, and suitability of the soil for use as
fill.'
Please note that excavation and construction operations may expose the on,;site soils to
,inclement weather conditions. The stability of exposed soils may rapidly deteriorate due to
, precipitation or the action of heavy or repeated construction traffic. Accordingly, foundation area
excavations should be adequately protected from the elements, and from the action of repetitive
or heavy construction loading.
5.3 Site Preparation During Wet Weather
The on-site upper fine-grained soils are highly moisture sensitive and thus will not be suitable
for use as structural fill during wet weather construction. ' Additional fill material, if needed"
during wet weather construction should consist of an all-weather, clean, granular fill containing
less than 5 percent material passing the U.S. #200 (0.075 mm) sieve, such as sand, crushed
rock~ or sand and gravel.. During wet weather grading operations, all excavations should be
performed using a smooth-bladed, tracked backhoe working from areas where material has yet
to be removed or, if necessary, from the already placed structural fill: .If excavation equipment
does work on the structural fill, care should be taken not to disturb (pump up) the underlying
moisture sensitive native soils. Should soils become disturbed, the soils should be removed
and the areas excavated to firm native subgrade and replaced with structural fill in accordance
with the Site Preparation section of this report.
Proofrolling of excavation bottoms is likely not appropriate during wet weather grading in order
to avoid disturbance of moisture-sensitive soils.' Should construction take place during wet
weather, we recommend that a representative of the geotechnical engineer be present to
observe the subgrade in order to evaluate whether additional preparation is indicated.
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5.4 Preliminary Foundation Recommendations
Construction details for the future homes are not known at this time, our recommendations
should be considered preliminary and PSI should be retained to review the house plans once
they are known. ' ' .
We anticipate the future homes can be supported on conventional spread footing foundations
bearing directly ori the native silty soils or on structural fill overlying these soils. Spread footings
for building columns and continuous wall footings can be designed using a maximum allowable
bearing capacity of 1,500 pounds per square foot. Allowable soil bearing pressures are based
on dead load plus design live 'Ioad. A one-third increase is allowed for short-term wind and
seismic loading. Minimum dimensions of 18 inches for column and 15 inches for continuous
footings should be used in foundation design to reduce the possibility of a local bearing capacity
failure. A factor .of safety of 3.0 has been used for allowable bearing capacities recommended'
herein.
Exterior footings should be located at a depth of at least 18 inches below the lowest adjacent
exterior grade to provide frost protection. Interior footings can be located at nominal depths
compatible with architectural and structural considerations. '
Consolidation of the overburden resulting from the foundation loads will result in some foundation
settlement. . Based on the results of the field tests and the anticipated foundation loads, we
estimate that foundation settlements should not exceed one inch. Differential settlement between
two adjacent columns should not exceed 50 percent of the total settlement.,
Allowable lateral friction resistance between the base of footings. and the subgrade 'can be
expressed as the applied vertical load multiplied by a coefficient of friction of 0.30 for the native
silts. In addition, lateral loads may be resisted by a passive earth pressure based on equivalent
fluid density of 250 pounds' per cubic foot (pcf) for foundations cast against firm soils. These
values incorporate a factor of safety of 1.5, which is appropriate due to the amount of movement
required to develop full passive resistance.
The foundation excavations should be observed by a representative of PSI prior to steel or
concrete placement to assess that the foundation materials are capable of supporting the design
loads and' are consistent with the materials discussed, in this report. Soft or loose soil zones
encountered at the bottom of the footing excavations should be removed to the level of firm soils
free of deleterious materials or adequately compacted structural fill as directed' by the geotechnical
engineer. Cavities formed as a result of excavation of soft or loose soil zones should be backfilled
. with lean concrete or dense, well-graded, compacted crushed rock. .
5.5 Construction Dewatering and Drainage Considerations,
Water' should not be allowed to collect in foundation excavations, on floor slab areas, or on
prepared subgrades of the construction area either during or after construction. Excavated areas
should be sloped toward one corner to facilitate rem"oval of any collected rainwater, groundwater,
or surface runoff. Positive site drainage should be provided to reduce infiltration of surface water
around the perimeter of the building and beneath the floor slabs. The grades should be sloped
away from the building and surface drainage should be collected and discharged such that water'
is not permitted to infiltrate the backfill and floor slab areas of the building. Should excessive and
uncontrolled amounts of seepage occur, the geotechnical engineer should be consulted.
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5.6
Excavations/Slopes
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Temporary earth slopes may be cut near-.vertical to heights of 4 feet. Excavations deeper than
4 feet should be performed in accordance with Department of Labor Occupational Safety and
Health Administration (OSHA) guidelines. Job site safety is the responsibility of the project
contractor.
In Federal Register, Volume 54, 'No. 209 (October 1989), the United States Department of
Labor, Occupational Safety and Health Administration (OSHA) amended its "Construction
Standards for Excavations, 29 CFR, Part 1926, Subpart P". This document was issued to better
insure. the safety of personnel entefing trenches or excavations. It is mandated by this federal
regulation that excavations, whether they be utility trenches, basement excavations, or footing
excavations, be constructed in accordance with the new OSHA guidelines. It is our
understanding that these regulations are being strictly enforced and, if they are not Closely
followed, the owner and the contractor could beIiablefor substantial penalties.
The contractor is solely responsible for designing and constructing stable, temporary
excavations and should shore, slope, or bench the sides of the excavations as required to
maintain stability of both the excavation sides and bottom. . The contractor's "responsible
person", as defined in 29 CFR Part 1926, should evaluate the soil exposed in the excavations
as part of the contractor's, safety procedures. In no case should slope height, slope inclination,.
. or excavation depth, including utility trench excavation depth, exceed those specified in local,
state, and federal state regulations.
We are providing this information solely as a service to our client. PSI does not assume
responsibility for construction site safety or the contractor's or other parties' compliance with
local, state, and federal safety or other regulations.
5.7 Construction Monitoring
It is recommended that PSI be retained to examine and identify soil exposures created during
project excavations in order to verify that soil conditions are as anticipated. We further
recommend that structural fills, if any, be continuously observed and tested' by our
representative in order to evaluate the thoroughness and uniformity of their compaction. If
possible. samples of fill materials should be submitted to our laboratory for evaluation prior to
placement of fills on site. Costs for the recommended observations during construction are
beyond the scope of this current consultation, Such future services would be at an additional
charge.
6.0 General
, This report is for the ,exclusive use of the addressee and their representative to design the
proposed structure described herein and to prepare construction documents. The data,
analyses,and recommendations may not be appropriate for other structures or purposes. We
recommend that parties contemplating other structures or purposes contact us. In the absence
of our written approval, we make no representation and assume no responsibility to other
parties regarding this report.
. The recommendations contained in this report' are based on the available subsurface
information obtained by PSI, and design details furnished forthe proposed project. If there are
aliy revisions to the plans for this project, or if deviations from the subsurface conditions noted
in this report are encountered during construction,. PSI should be notified immediately to
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determine if changes in thel....~lldation recommendations are require!~tY PSI is not retained to
perform these functions, PSI will not be responsible for the impact of those conditions on the
project.
As directed by the client, PSI did not provide any service to investigate or detect the presence of '
moisture, mold or other biological contaminates in or around any structure, or any service that
was designed or intended to prevent or lower the risk of the occurrence of the amplification of
the same. Client acknowledges that mold is ubiquitous to the environment with mold
amplification occurring when building materials are impacted by moisture. Client further
acknowledges that site conditions are outside of PSI's control, ,and that mold amplification will
likely occur, or continue to occur, in the presence of moisture. As such, PSI cannot and shall
not be held responsible for the occurrence or recurrence of mold amplification.
Services performed by the geotechnical engineer for this project have been conducted with that
level of care and skill ordinarily exercised by members of the profession currently practicing in
this area. No warranty, expressed or implied, is made.
Respectfully Submitted,.
Professional Service Industries, Inc.
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Raymond V. Aliperti
Project Manager'
Troy M.Hull, P.E.
Regional Geotechnical Engineer
RV A:rva
Cc: HIGA Burkholder Associates, LLC
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APPENDIX
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I
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C1llarwatm Ln
Source: Mapquest 2005.
Project
Proposed Glacier View Subdivision
736 South 42nd Street
Springfield, Oregon 97477
SITE LOCATION MAP
Project No.
Date
722-55013-2
July 22, 2005
Professional Service Industries -1040-A Shelley Street - Springfield, Oregon 97477 - Phone (541) 746-9649 - Fax (541) 746-7163
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Scale: 1" = 30'
Source:HIGA Burkholder Assoc., LLC dated 06/16/05
Project
TEST PIT LOCATION MAP
Proposed Glacier View Subdivision
736 South 42nd Street
Springfield, Oregon 97477
Project No.
Date
722-55013-2
July 22, 2005
Professional Service Industries. 1040-A Shelley Street - Springfield, Oregon 97477 . Phone '($41) 746-9649.:-'r'ax(l54T)'146-7163
'.
LOG OF TEST PIT NO. TY-l
DATE OF EXPLORATION: 7/1/2005
EQUIPMENT: John Deere 31 OD Backhoe w /24" wide
LOGGED BY: Ray Alip~thed bucket
BORING LOCATION: See Attached Test Pit Location
Map
CLIENT: 2J, LLC
PROJECT: Glacier View Subdivision
LOCATION: 736 S 42nd St., Springfield, OR
97477 '
PSI PROJECT NUMBER: 722-55013-2
SURF. ELEY.:
~ Cf.l ""'" ,-.., ,....., .~~ .0'-'" <l.l
.~ ' ~ 0 cr.iCf.l <l.l;:R 00;;' ._~ 00;> f-<C
:i ""'" 'Cf.l .a~ u '-' .S.!:! :~~
~ ~<C ..... '-' ".;j ~
~' SOll, DESCRIPTION ;:1"", '" "'" gJCf.l
f-< ",e: O".~ .$ .~ '" <l.l
Cf.l""," ..... <l.l ~. 00"0 000 uz
p... <C ::)u 0"'" p.... p:;.s p...o O~
w ~; ""'"
Ci Cf.l Cf.l ""'", N p...p...
U
.limE SANDY SKT r:ed ).,r,..m.... ""j '''' ",,..;rt,
bn!anics. thick j!.rass on surface (3" thick) :ML
-1 .lill'lE SANDY SILT-red-brown, moist, firm
-2
-},
~ TRAl ;
1
-4
-5 -
-6
-7
B'ecomes wettei-'and softer with depth at about 7
feet
-8
f:J-RAJI
2
-9
CLAY- gray, wet, soft
-10
I:J-RAJI
3
-0
-12
, ,
Test pit terminated at 11 feet below existing site
grade. The test pit was loosely backfilled with
excavation spoils at the conclusion of our .
exploration.
Groundwater was encoUntered at 8 feet below
existing grade at the time of our exploration.
Stratification Jines/depths shown are apProximate.
Actual soil conditions encountered during
construction may vary from those described above.
-13
-14
!f! -15-
E
...
b -16
Cl
n:
a:
o
u -17
iii
0.'
g; -18
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o
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~ -19
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....
o
~-20-
z
a:
0.
w
[L
J-
36
41 29
70
1.0
12
53
89
0.5
y.
ICL
I
0.5
LOG OF TEST PIT NO. TY-2
DATE OF EXPLORATION: 7/112005
CLIENT: 2J, LLC
PROJECT: Glacier View Subdivision
LOCATION: 736 S 42nd St., Springfield; OR
97477
PSI PROJECT NUJv1BER: 722-55013-2
SURF. ELEV.:
~ 'CZl
~ ~
:Ii .....l
E-< ~'
0..
W <t
Cl CZl
-1
-2
-3
-4
-5 -
-6
-7
-8
-9
-10-
-11
-12
-13
-14
~ -15 -
t:!
....
. b -16
C)
a:
Ir
0
0-17
Vi
0.
~ -18
(<)
(;
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:z ...,..19
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....
o
~ -20 -
z
Ir
'0.
U)
0.
I-
son.. DESCRIPTION
j:jli'iE S.A1lll'~ ~ll.. T red.hrnmn _ r1'"'j +n Tnn;ct,
\prl!anics '
l'li'iE SANDY SILT-red-broWll, moist, firm
EQUIPMENT: John Deere 310DBackhoe w/24" wide
LOGGED BY: Ray Aliptffipthed bucket
BORING LOCATION: See Attached Test Pit Location
. Map
1.0
SANDY (BAR RUN) GRA VEL8-gray, moist, , · ~ GW
medium dense, SUbroun. ded to rounded gravels and ;'
cobbles, well graded .with silt and sand ';. .
.,.
t. .
,e,
.,.
t. ..
.
Test pit terminated at 10 feet below existing site
grade. The test pit was loosely backfilled with
excavation spoils at the conclusion of our
exploration.
Groundwater was not encountered during our
exploration.
Stratification lines/depths shown are approximate.
Actual soil conditions encountered during
construction may vary from those described above.
-7 1040A Shelly Street
E!. S.- Springfield, Oregon 97477
(541) 746-9649
I.,.I"II"'I~~~~""I lo"
100
9S
90
8S
80
7':,
70
l-
I
S2 60
ill
S
>- S:
aJ
n:::
ill 50
z
LL
I- 45
z
ill
~ 40
ill
Q..
35
6:
30
25
20
15
10
U.S. SIEVE OPENING IN INChc.:)
U.S, SIEVE NUMBERS
6 .4 3 2 '.5 1 3/4 1/23/8 3 J1 6 810 1416 20 30 40 5060
I III III'~T~II_ : I
!:
o
COBBLES' \
10 )
GRAVEL
coarse I fine
Specimen Identification
. TP1 3'
"'
iji . Specimen Identification
;:::. TP1 3'
f-
o
CJ
cL
0::
o
u
1li
,0.
~
0.,
CJ
'.(
r'1
(l)
.;,
o
W
N
1li
z
<,
0::
CJ
'(f)
::>
0100
4.75 .
.
Jra~1I
~.~.
---'f
:"--
'\
\
I
10
GRAIN SIZE IN MilLIMETERS
SAND
coarse I medium I
fine
Classification
AS 1M U241H -UU
t<ED-~RUWN SANUY SIL I lML)
,A~ RecebLerl Mni~h Ire ::Iii hDfn
060
030
010
100140200
I 1'1
...". _0' "",,_, '" .,...., ,..---.-_.,..~_. ..~.
HYDROMETER
1
v. :
:~
: I
0.1
O. )1
0.001
SILT OR CLAY
LL
41
PL
29
PI
12
Cc
Cu
%Gravel %Sand' %Silt I %Clay
0.0 30.0 70.0
I
GRAIN SIZE DISTRIBUTION
Client: 2J LLC
Project: ,Glacier View Subdivision
Location: Springfield, Oregon
Number: 722-55013 Lab No 05-163A
.....J - ,- .-. . .. ..0. . "',,,.~"..._.._..oo.___._. _
US, SIEVE OPENING IN INCh,,>:> U.S, SIEVE NUMBERS HYDROMETER
6 4 3 2 1.5 1 3/4 1/23/8 3 6 B 10 1416 20 30 40 50 60 100140200
100 I I 1 ' I I I I" I I 1---_._ I I I .. I
: "---...
951 "",
901 ;
85
80 '
75
70
3:
l-
I
~ 60
ill
S
>- 5~
CD
0:::
w 50
z
LL
I- 45
'z
w
u 40 I
0:::
w
11.
3~
30
2S
, 20
1S
10
S
(1 II
10 ) 10 0.1 0.01 0,001
GRAIN SIZE IN MilLIMETERS
COBBLES I GRAVEL SAND SIL T OR CLAY
I coarse I fine coarse I medium I fine
Specimen Identification Classification LL PL PI Cc Cu
'. TP1 8' A::i fM D24/38-UU
RED=BROWN SANDY SILT (MI ~
As H.ecelved MOisture ol.l%
"'
~ Specimen Identification
>. TP1 8'
r:..,
CD'
cL
<L
o
()
iii
"-
0100
2
D60
030
D10
%Gravel %Sand
0.0 11.0
%Silt I %Clay
89.0
...,
"-
CD
0..
n
'<0
.;,
o
W
N
iii
z
<(
a:
CD
(/)
::J
,.
~,."
~~"
GRAIN SIZE DISTRIBUTION
Client: 2J LLC.
Project: Glacier View Subdivision
Location: Springfield, Oregon
Number: 722-55013' Lab No 05-1638
, ~
Professional Set'IIica Industries
GENERAL NOTES
SAMPLE lDENTiFlCA TION. '
The Unified Soil Classification System is used to identify the soil~nless otherwise noted. '
SOIL PROPERTY SYMBOLS
N: Standard "N" penetration: Blows per foot of a 140 pound hammer falling 30 inches an a
2-1ncn 0.0. split-spoon.
Qu: Unconfined Compressive Strength, TSF.
Qp: Penetrometer value, unconfined compressive strength, TSF.
Mc: Water Content, %.'
LL: Liquid Limi~ %.
PI: Plasticity Index, %.
ad: .Natural Dry Density, PCF.
~ Apparent Groundwater l.evel at time noted after completion of boring.
DRILLING AND SAMPLING SYMBOLS
, - ~
SS: Split-Spoon -1 3/8"1.0.,1.0.0., except where noted.
ST: Shelby Tube - 3. 0.0., except where noted.
AU: Auger Sample. ' .
DB: ~iamond Bit
CB: Carbide Bit.
ws: Washed Sample~ '
TERM (NON-
COHES.fVE SOILS)
STANDARD PENETRATION'
RESISTANCE
(SAFETY HAMMER)
0-4
4-10
10-30
30-50
Over SO
STANDARD PENETRATION
RESISTANCE
(AUTOMA TIC HAMIVIER)
0-3
3-7
7-20
20-33
Over 33
I
.,1
!: I
('
1
!: I
:1 I
I: I
,I
,I
-I
I
I
Very Loose,
Loose
Medium .
Dense
Very Dense
TERM (COHESIVE SOILS)
Very Soft
Soft
Firm. (Medium)
Stiff
Very Stiff
Hard
Qu - (TSF)
0-0.25
0.25-0.50
0.50-1.00
1.00-2.00
2.00-4.00
4.00+
I
P ARTICLE SIZE .
Sould ers
Cobbies
Gravel
8in.+
8 in.,.3 in.
3 in.-5mm
Coarse Sand 5mm-O.6mm
Medium Sand 0.6mm-O.2mm
Fine Sand O.2mm-O.074rnm
Silt
Clay
O.074mm-O.005mm
-O.005mm
I
I
I
!.
1/
;l
~ i
'I
1
l
, .
~ ' .
. ' - ., <-
SOIL CLASSIFiCATION CHART
,
MAJOR DIVISiONS
NOTE: DUAL SYM80LS ARE USEOTO INDICATE BORDERUNE SOIL CL<\SSIFlCATlONS
I .SYMBOLS
I GRAPH ll~~ l.J t:rt
J.,~':,~ '
}. ,.., .GW
......
odG'o~~~ '
aGo GoO"
(UTILE OR NO FINES) b D <00 D G P
JOOOGO
~J~U"oJJ~
GRAVELS WITH Q 0/ '. -:J~ c:
F1NES b c ~ DGM
JO 0 0 0
r'\' Q ,.,
5 .
COARSE
GRAINED
SOilS
MORE THAN 50%
OF MA TERlAL IS
LARGER THAN
NO. 200 SIEVE
SIZE
FINE
GRAINED
SOilS
MORE THAN 50%
, OF MATERIAL IS
SMAUER THAN
NO. 200 SIEVE
SIZE
ID~jl
GRAVEL
AND
GRAVEll Y
SOilS
MORE THAN 50%
OF COARSE
FAACTlON.
RETAINED ON NO.
4 SIEVE
SAND
AND
SANDY
SOILS
I'.1ORE THAN 50%
, OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
SilTS
AND
CLAYS
SILTS
AND
C~YS
HIGHLY ORGANIC SOilS
CLEAN
8RA VElS
(APPREClABLE
AMOUNT OF FINES)
GC
CLEAN SANDS SW
.' . -. ...
.:.:..:~..::.: :::':.:.~~.'.:::' :{:.~~
(LlTILE OR NO ANES) ;::}f:}{::.fU:J}::.~:: s p.
SANDS WITH
FINES
(APPRECIABLE
AMOUNT OF FlNES)
LIQUID LIMIT
LESS THAN 50
UQUID UMIT
GREATER THAN 50
"0.. ."...."',.
>.:..:...~.: :~>'>~',~ ::::~>.>~
," :.' .... :. ":.., :
" '.' '. .:. '.- . . .:.:.
':.:,<~'.~.: :::':.:.:.~.': :::.::.:.:~~
.
, '
.
r-. --~
1------
L- --
I----~
~---
---
---
---
I I ' '; I'. !
; : i; ,
, . '..
, , '
, '.'.. :' ',' I '
1!; ::
i '; . ~ '
.',;'"
~".
, ,.~
~~~,
: .' ~ ...' ' , I
~' .."1,
~'"
'A'~~
I"~'~ "I, ...~ " ,~J,.
----
~~~~~
~~~~
8M
sc
ML
CL
OL
MH
CH
OH.
PT
JYPICAL
DESCRIPTiONS
WELL-GRADcD GRAVELS, GRAVEl-
SAND MIXTURES, UTTLE OR NO
FINES '
poaRl Y -GRADED GRA vas,
GRAVEL - SAND MIXTURES, UTIlE
OR NO FINES
SILTY GRAVELS. GRAVa-SAND-
SILT MIXTURES
Cu. YEY GRAVELS, GRAVa - SAND -
CuW MIXTURES
WELL-GRADED SANDS, GRAVELl. Y
SANDS. LJ1TLE OR NO ANES
POORLY -GRADED SANDS,
GRAVELLY SAND, UTILE OR NO
FINES
SILTY SANDS, SAND-SILT
MIXTURES
Cu.YEY SANDS. SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
SANDS, ROCK FLOUR. SILTY OR
CL<\YEY ANE SANDS.OR cu.YEY
SILTS WITH SUGHT PlASTlCITI'
INORGANIC CLAYS OF LOW TO
MEDIUM PtASTlCITY, GRAVELLY
CUWS. SANDY CLAYS. SILTY
CL<\ Y5, LEAN CtA YS
ORGANIC SILTS AND ORGANIC
SILTf CU.YS OF LOW PlASTICITY
INORGANIC SILT::l,' MICACEOUS OR
DIATOMACEOUS'FiNE SAND OR
SILTY SOILS
INORGANIC Cli, YS OF HIGH
PLA.Sl1CITI'
ORGANIC CtA Y5 OF MEDIUM TO
HIGH PLA.STlCITf, ORGANIC SILTS
PEAT, HUMUS,' SWAMP 50lLSWITH
HIGH ORGANIC CONTENTS