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GEOTECHNICAL REPORT
Three lot partition of 9776 SW Frewing Street
Portland,Oregon
For
Sam Gotter III
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12 February 2015
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3915 SW Plum Street
Portland, OR 97219
503-816-3689
miarapidsoilsolutions.com
Introduction
Rapid Soil Solutions(RSS)has prepared this geotechnical report for the proposed lot partition
and new construction on the property located at along the northeast side of SW Frewing Street
approximately 0.13 miles southeast of its intersection with SW Pacific Highway(99W)within
the city of Tigard, in Washington County, Oregon.The subject site is situated within the eastern
portion of the Bull Mountain Neighborhood, 0.41 miles north of SW McDonalds Street and 0.59
miles west of SW Hall Blvd.At the time of the writing of this report,the subject site consists of
two 0.23 acre parcels, identified by tax lot number 2S102CA01000 and 2S102CA01100(R-
numbers R2078578 and R2078579). As of February 5th,2015, these parcels do not contain an
assigned street address. The subject site is located within the northeast quarter of the southwest
quarter of Section 2, Township 2S, Range 1W W.M.. The site is currently undeveloped and
vacant. The Longitude is-.122.777436 and the Latitude is 45.424664. The site location is
indicated in Appendix A, Figure 1. The soil sample boring locations can also be found in
Appendix A
SITE CONDITIONS
Surface Conditions
The subject site is located on a generally north to northeast facing slope that terminates in a
small, northeast flowing, tributary to Fanno Creek.The northern corner of the subject site is
comprised of slopes over 10%. The site is located within the Fanno Creek Sub-watershed of the
Fanno Creek-Tualatin River watershed. The elevation of the site ranges from 187 feet in the
northern corner to 205 feet in the southern corner. The site is nearly rectangular in shape,with
very obtuse corners in the middle of the southeastern and southwestern property boundaries.
Starting at the western corner the subject site is bounded by a 96.76 feet property boundary
oriented S49°12'30"E followed by a S30°22'29"E oriented portion of the southwestern boundary
measuring 23.26 feet. The two sections of the southeastern boundary, measuring 82.20 and 77.37
feet in length, are oriented N54°17'56"E and N68°37'19"E respectively. The northeastern
property boundary measures 135.5 feet oriented N35°00'14"W.The remaining, northwestern
boundary closes the parameter, measuring 179.26 feet and oriented S54°33'35"W. At the time of
the writing of this report, the 0.46 acres parcel was undeveloped and vacant.
Geology
Current geologic literature classifies the slopes underlying the subject site as fine grained
Missoula Flood Sediments. These periglacial deposits were emplaced from about 21,000 to
12.000 years ago when dozens of gigantic floods burst through the ice damn that retained Glacial
Lake Missoula.The floodwaters, which reached an elevation of 400 feet above sea level, scoured
many areas down to bedrock and buried others beneath thick layers of sediment that can be
divided into a fine grained and course grained units. The fine-grained flood deposits, which are
the ones mapped at the subject site, predominantly consist of white or tan sand and silts with
occasional clay.
Ma.L..Madin,I.P.,Duplantis.S.,and Williams,K.J.,(2012),Lidar-based surficial geologic map and database of
the greater Portland,Oregon,area,Clackamas,Columbia,Marion.Multnomah,Washington,and Yamhill
Counties,Oregon,and Clark County.Washington:DOGAMI,Open-File Report 0-2012-02,scale 1:8,000.
`Schlicker.H.G.and Deacon.R.J..(1967),Engineering geology of the Tualatin Valley region:DOGAMI,Bulletin
60.scale 1:48,000.
3 Trimble,D.E.,(1963).Geology of Portland,Oregon and adjacent areas: USGS,Bulletin 1119,scale 1:62,500.
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t Artificial Fill
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a < Fine Grained Missoula Flood Sediments
Geobazard Review
The Oregon HazVu: Statewide Geohazard "iewer4 was reviewed on February 5t', 2015 to
investigate mapped geological hazards. This review indicates that the project site is situated
outside the I00-year floodplain. The expected earthquake-shaking hazard is classified as `Sever'
with a liquefaction hazard ranking of`high'. The nearest mapped active fault is a NW-SE fault,
located approximately 1400 feet southwest of the subject site. IMS-155 rates the site vicinity as
having a peak horizontal acceleration of Q.5 to 0.6 g for a magnitude 6.8 Portland Hills Fault
earthquake, capable of experiencing Severe shaking and producing slight damage in specially
designed structure, considerable damage in ordinary substantial buildings with partial collapse,
and poorly build structures will experience great damage. There are no mapped landslides on or
in close proximity to the subject site. The nearest mapped landslides are small earthflows,
approximately a mile away, and are all associated with stream banks.
Soils observations
Rapid Soil Solutions (RSS)was on site on and excavated three(3) hand augur holes to determine
the onsite soils. The soil was classified using the Unified Soii Classification and Visual Manual
Procedure (ASTM-D 2488} and is classified as a silty SAND to SAND. Soil samples were taken
in sealed bags to the lab for review. Moisture content varies from 22.8 to 27.4 %. Lab results are
in the appendix. The soil samples were taken near the proposed future houses. The soil
conditions were consent across the site.
4 http:/1wIvtv.)regongeoIo`y.org/hazvu/
s Wong,I.,Silva,W.,Bott,J.,Wright,D.,Thomas,P.,Gregor,N.,Li,S.,Mabey,M.,Sojouner,A.,and Wang,Y.,
(2(00).Earthquake scenario ground shaking map for the Portland.Oregon,metropolitan area:Portland Hills Fault
M 6.8 earthquake,Peak horizontal acceleration(g)at the ground surface:DOGAMI,IMS-I5.Scale 1:62,500
Excavations
Excavations can be accomplished with conventional excavating equipment. All excavations for
footings and subgrades in the fine-grained silt should be performed by an excavator or backhoe
equipped with a smooth-faced bucket(no teeth).
Because of safety considerations and the nature of temporary excavations, the Contractor should
be made responsible for maintaining safe temporary cut slopes and supports for utility trenches,
etc. We recommend that the Contractor incorporate all pertinent safety codes during
construction, including the latest OSHA revised excavation requirements, and based on soil
conditions and groundwater evidenced in cuts made during construction.
Structural Fills
Depending upon finished building pad elevations, structural fills may be required to raise the site
grades. Additionally, fill may be required for the backfilling of the proposed new foundation
walls. Native or imported material may be used for fill, provided the soil is free of organics,
cobbles larger than 6 inches in maximum diameter, or other deleterious matter; is of low
plasticity; and, is at the proper water content.
Fills should be placed on level benches in thin lifts and compacted to a dry density of at least
92% of its Maximum Dry Density (MDD) as determined by the Modified Proctor Test (ASTM
D-1557).
For any over-excavation completed in the area of footings or slabs, the backfill material shall
consist of free-draining, well-graded, crushed aggregate base with a maximum particle size of 3/4
inch. The rock shall not contain more than 5%fines(material passing the No.200 sieve, as tested
by ASTM D-1140). The rock shall be compacted to a dry density of at least 92%of its MDD.`
Foundation Design CO <-4-
Based on the field exploration and our experience with this soil formation it is our opinion that
the foundation should consist of conventional spread footings.
Footing excavations should be evaluated by the Engineer to confirm suitable bearing conditions.
Observations should also confirm that all loose or soft material, organics, unsuitable fill, prior
topsoil zones, and softened subgrades, if present, have been removed. Localized deepening of
footing excavations may be required to penetrate through the upper, softer site soils.
In order to reduce disturbance to the silty soil found at the site, we recommend all excavations
for footings be accomplished with an excavator or backhoe equipped with a smooth-faced bucket
(e.g., no teeth). If the bases of the footing excavations are disturbed by man or equipment, the
bases should be compacted to a smooth, unyielding surface with a plate compactor.
All concrete footings should be founded at least 2.0 feet below the lowest exterior grade, and 16
inches below the finished floor elevation, whichever is deeper. Interior footings may also be
founded at a depth of 16 inches below the finished floor elevation.
1
The new footings should be designed for a maximum allowable bearing pressure of 2,000
pounds per square foot (psf) as per scribed in 2006 IBC code book under section 1804.2 Table 2
Allowable Foundation and Lateral Pressures. When sizing footings for seismic considerations.
the allowable bearing pressure may be increased by 1/3 to 2,000 psf. Lateral pressures may be
resisted by friction between the bases of the footings and the underlying ground surface. A
frictional coefficient of 0.28 may be utilized for lateral sliding.
ENGINEERING VALUES
Engineering values summary
Bearing capacity 2,000psf
Coefficent of friction 0.35
Active pressure 40pcf
I Passive pressure 300pcf
Settlement
Based on our knowledge of the project scope, and for footings designed as described in the
preceding paragraphs, maximum settlement should not exceed 1 inch. Differential settlement
should be on the order of 50 to 75% of the maximum settlement over 50 feet. Our settlement
estimate assumes that no disturbance to the foundation soils would be permitted during
excavation and construction, and that footings are prepared as described in the preceding
paragraphs.
Seismic Design Criteria
The seismic design criteria for this project found herein is based on the International Building
Code(IBC)2009, Section 1615. A summary of 2012 IBC seismic design criterion is below it is
generated from the USGS web site for earthquake hazards, using a Lat of 45.4173 and Long of
-122.8345
Short Period 1 Second
Maximum Credible Earthquake Spectral Acceleration Ss=0.97g SI =0.42 g
Adjusted Spectral Acceleration Sms= 1.08 Sml =0.67
Design Spectral Response Acceleration Perimeters Sds=0.72 Shc=0.44
Retaining walls and embedded basement walls
Default lateral soil load for the design of basement and retaining walls supporting level backfill
shall be 40 psfift for laterally unrestrained retaining walls and 60 psf/ft for laterally restrained
retaining walls.
For embedded building walls, a superimposed seismic lateral force should be calculated based on
a dynamic force of 5H2 pounds per lineal foot of wall, where H is the height of the wall in feet,
and applied at 0.6H from the base of the wall. The wall footings should be designed in
accordance with the guidelines provided in the"Foundation Design"section of this report.
These design parameters have been provided assuming that back-of-wall drains will be installed
to prevent buildup of hydrostatic pressures behind all walls.
•
The backfill material placed behind the walls and extending a horizontal distance equal to at least
half of the height of the retaining wall should consist of granular retaining wall backfill as
specified in the "Structural Fill" section of this report. The wall backfill should be compacted to
a minimum of 95 percent of the maximum dry density, as determined by ASTM D698. However,
backfill located within a horizontal distance of 3 feet from the retaining walls should only be
compacted to approximately 92 percent of the maximum dry density, as determined by ASTM
D698. Backfill placed within 3 feet of the wall should be compacted in lifts less than 6 inches
thick using hand-operated tamping equipment(e.g.,jumping jack or vibratory plate compactors).
if flat work (e.g., sidewalks or pavements) will be placed atop the wall backfill, we recommend
that the upper 2 feet of material be compacted to 95 percent of the maximum dry density, as
determined by ASTM D698. A minimum 12-inch-wide zone of drain rock, extending from the
base of the wall to within 6 inches of finished grade, should be placed against the back of all
retaining walls. Perforated collector pipes should be embedded at the base of the drain rock. The
drain rock should meet the requirements provided in the "Structural Fill" section of this report.
The perforated collector pipes should discharge at an appropriate location away from the base of
the wall. The discharge pipe(s) should not be tied directly into storm water drain systems, unless
measures are taken to prevent backflow into the wall's drainage system. Settlements of up to l
percent of the wall height commonly occur immediately adjacent to the wall as the wall rotates
and develops active lateral earth pressures.
Set backs from slopes and site hazards
RSS has reviewed the site and found no slope hazards or landslide hazards on the site. RSS
recommends since there are no hazards with the site that the slope setback be reduced
from 35ft to 15ft.
Drainage
The Contractor should be made responsible for temporary drainage of surface water and
groundwater as necessary to prevent standing water and/or erosion at the working surface.
Water should not be allowed to "pond" or collect anywhere on the site. The ground surface
around the structure should be sloped to create a minimum gradient of 2% away from the
building foundations for a distance of at least 5 feet. Surface water should be directed away from
all buildings into drainage swales or into a storm drainage system. "Trapped" planting areas
should not be created next to any buildings without providing means for drainage.
The roof downspouts should discharge onto splash blocks or paving that direct water away from
the building, or into smooth-walled underground drain lines that carry the water to appropriate
discharge locations at least 10 feet away from the building.
Footing drains should be installed around the building perimeter to help intercept any water
migrating towards the building subgrade. The footing drain and any slab drains shall remain
independent of surface water drain systems (e.g.downspouts. etc.).
Any new utility trenches in paved areas should be backfilled with granular material containing
less than 5% fines (passing 4200 wet sieve). The backfill should be compacted to a dry density
of at least 92% of its MDD (per ASTM D-1557). Compaction by jetting or flooding is not
allowed.
Limitations
This report has been prepared for the exclusive use of the addressee, and their architects and
engineers for aiding in the design and construction of the proposed development. It is the
addressee's responsibility to provide this report to the appropriate design professionals, building
officials and contractors to ensure correct implementation of the recommendations.
The opinions, comments and conclusions presented in this report were based upon information
derived from our literature review, field investigation and laboratory testing. Conditions
between, or beyond, my exploratory test pits may vary from those encountered. Unanticipated
soil conditions and seasonal soil moisture variations are commonly encountered and cannot be
fully determined by merely taking soil samples. Such variations may result in changes to our
recommendations and may require that additional expenditures be made to attain a properly
constructed project. Therefore, some contingency fund is recommended to accommodate such
potential extra costs.
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phm:soa-4ona7yn
fax:503-620-2748
I
RAPID SOIL SOLUTIONS 1
3915 SW PLUM STREET
PORTLAND, [)R97219-6O18
PROJECT: RSS 2015 LAB SERVICES '
LOCATION: nm/pnssvv/mo
JOB NO: 15-5468
SAMPLE SOURCE: SEE BELOW WORK ORDER NO: N/A
DATE SAMPLED: 2m/15
- ______ __-_- - _-__ __________________ __ ___ __~,_- ___'____'
MECHANICAL SIEVE ANALYSIS
GROUP SYMBOL,uoon(ASTM o'x*n/)
__ _ ____
_-__ _ _______ _
Silt or SAND -- ----- -- --
GRAVEL
[— �u���— USCS1 | Clay _ Fine Medium Coarse Fine Coarse COBBLES
| /»»�uepm | �� . P/ wuoo o [ #4 0�
o*o �*u �10 w�o _ vxm0��� oz' :^w' _1^ c'' | 3" o^ Lauw
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PERCENT PASSING BY WEIGHT
oaz@}o' NV NP '
7951
_ ___ ___ __
__
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BORING DEPTH MC% •
m^1 2' 23.4
HA2 , 4'
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2' 22.8 '
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REVIEWED BY '
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Surface Elevation:204
<... 1.6 e 48 Boring Date:215/15
/ <c, <0 cp.) (:0 de
/e(r ee V) ciz 41, .4. ,e•
60 0 e 1. Boring Location:Portland,OR
q. Drilling.Method:Han augur
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LOG OF BORING •
9776 SW Frevving Street •
,
Rapid Soil Solutions Plate 1
Sam Getter UI
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Q 4 / 4 „gb,�� //` Boring Location':Portland,OR
tl ---. '—_ f i` / Dn`gir}g M od:Han augur
1 i ( TP I Top Soil _
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LOG OF ORING
Rapid Soil Solutions sw Frewing street
Sam Cotter la Plat1
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/ / . Surface Elevation:206
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...Lc. AA /41,7 : Boring Date:215/15
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Boring Location:Portland,OR
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0 /44 / o /0 /1/44./ Dellingfillethod:Han augur
: 24X.rI TP TopSoil :
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LOG OF BORING
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; Rapid'Soll Solutions
,
9776'SW Frewring Street
I Plate 1 I
Sam Gotter III
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