Report (161) RECEIVED .
JUL 1 0 201?
BUCIIITY,
Geotechnical Report
12000 SW Viewcrest subdivision
Tigard, Oregon
Prepared for:
Chris Eschman
21 May 2015
12244
RE GON , ,
' EU`t'
EXPIRESu SOilSOLlitiOnS..y f
Rapid
LLC
3915 SW Plum Street
Portland, OR 97219
503-816-3689
TABLE OF CONTENTS
1.0 GENERAL INFORMATION 3
2.0 SITE CONDITIONS 3
2.1 Surface Conditions 3
2.2 Regional Geology 4
2.3 Field Explorations and Surfaces Conditions 4
2.3.1 Field Explorations 4
2.3.2 SubSurface Conditions 5
2.3.3 Groundwater 5
3.0 GEOTECHNICAL DESIGN RECOMMENDATIONS 5
3.1 Foundation 5
3.2 Floor Slabs 6
3.3 Seimic Design 7
3.4 GeoHazard Review 6
3.5 Pavement Design 7
4.0 CONSTRUCTION RECOMMENDATIONS 8
4.1 Site Preparation 8
4.1.1 Proof Rolling 8
4.1.2 Wet Soil Conditions 8
4.1.3 House Demolition and site clearing 8
4.2 Excavation 8
4.3 Structural Fills 9
4.3.1 Native Soils 9
4.3.2 Imported Granular Fill 9
4.3.3 Pavement Base Aggregate 9
4.4 Drainage Considerations 9
5.0 CONSTRUCTION OBSERVATIONS 10
6.0 LIMITATIONS 10
SUPPORTING DATA
Appendix A-Figures
Figure 1 Location Plan
Figure 2 Tax map
Figure 3 Survey
Figure 4 Site plan with testing locations
Appendix B—Soil Logs and Laboratory data
SW View Crest subdivision 2 5/21/2015
1.0 PROJECT AND SITE DESCRIPTIONS
Rapid Soil Solutions(RSS)has conducted this geotechnical investigation at the subject
site with the street address 12000 SW Viewcrest Court, Tigard, Oregon, for the proposed
7-lot subdivision. This parcel is located within the City of Tigard,near the southwestern
edge of the city limits and within the southeast quarter of Washington County. Located on
the northern side of SW Aspen Ridge Drive approximately 0.26 miles beyond its
intersection with SW Bull Mountain Road. The flag shaped lot has a narrow protrusion
from the northeastern corner of the lot,which connects the parcel to the cul-de-sac
terminating SW Viewcrest Court. This cul-de-sac is approximately 0.08 miles beyond the
initiation of SW Viewcrest Court on the western side of SW Aspen Ridge Drive. This is
0.34 miles west of SW Pacific Highway, 0.09 miles south of SW Bull Mountain Road,
0.19 miles north of SW Beef Bend Road and 1.29 miles north of the Tualatin River. The
site is located within the Aspen Ridge subdivision, designated Lot 19. It is situated in the
Southwest Quarter of the Northwest Quarter of Section 19, Township 2-South, Range 1-
West W.M. and can be distinguished by state parcel identification number
2S110BC01700, alternate account number/r-number R2028585 and PortlandMaps
Property ID W254307. The latitude and longitude of the site are 45.4121903 and-
122.801302 respectively. See Appendix A, Figure 1 for site location indicated on a
portion of a USGS 7.5 minute topographic map. Subsequent figures include additional
site location information.
2.0 SITE CONDITIONS
2.1 Surface Conditions
The subject site is located on a generally southeast facing slope on the eastern edge of
Bull Mountain. The site is located roughly 30'below the local high point along SW Bull
Mountain Road northwest of the subject site. The slopes on this hillside, starting at the
subject site and continuing down slope to SW King George Drive, are mapped as
typically falling between 10% and 25%, with occasional steeper portions. After which
these slopes decrease to generally less than 10%until they termination at the Tualitain
River. A portion of the southern edge of the subject site is mapped with slopes over 25%
and the entire site, with the exception of the northwest corner is mapped as containing
greater than 10% slopes. The steepest areas on the subject site are located directly next to
the Emergency Vehicle Turnaround Easement located in the southeastern corner,where
the slopes were cut to create a level area on the hillside for the turnaround. Alder trees
and other vegetation stabilize this slope.
The site is currently occupied by a single-family residence constructed in 1975. This
3,892 square foot spiral-shaped residence is located in the northwestern portion of the
67,518 square foot(1.55 acre)lot. North of the home, and along the narrow eastward
access protrusion,there is a graveled driveway. Under the covered portion of the
driveway, the subgrade material changes to concrete. South of the existing residence is a
concrete patio and a pool surrounded by a wooden deck. The slopes to the south and the
east of the residence were covered in tall grasses, while the landscaping directly around
the home contained larger bushes and trees.No running or standing water(with the
exception of that found within the pool) as observed on the subject site.
SW View Crest subdivision 3 5/21/2015
The site is surrounded on three sides by single-family residence with lots ranging in size
from 0.14 to 0.34 acres. The parcel adjacent to the western edge of the subject site is a
4.87 acre parcel containing a single residence at the northern end, zoned R-6(subject
property is zoned R-4.5)and is not part of the City of Tigard, instead falling under the
jurisdiction of Unincorporated Washington County. At the time of the site visit, RSS
observed that the portion of this parcel adjacent to the property contained tall grasses and
slopes that approximately matched those found at the subject site. Some level areas on the
site,particularly those around the southern end of the residence, appear to have been
artificially cut or filled to create an artificially level area. If the area does contain fill, it
may be non-structural and may require removal.
2.2 Regional Geology
Current geologic literature1'2 classifies the slopes below the project site as part of the
Columbia River Basalt Group. This group is a thick accumulation of flood basalts was
produced by dozens of fissure eruptions in eastern Oregon and Washington in the middle
Miocene. These dark grey to black basalts can be divided into 8-10 distinct Columbia
River Basalt flow types, comprised of as many as two dozen individual flows. They
present in the region both as weathered and unweathered flows and contain interflow
zones of breccia, ash and baked soil. Unweathered materials are typically blue-black,
dense and finely crystalline basalt with massive columnar to close cubic jointing. The
weathered flows are reddish-brown to gray-brown, crumbly to medium dense basalt. The
regional climate typically produces a thick layer of colluvium, composed of windblown
silts(loess) and sand, clay and rock fragments produced from the breakdown of the
bedrock units,that overlies the Columbia River Basalts. The slopes in the region are not
mapped as including this surficial layer,but likely have at least a thin accumulation of
loess and colluvium. In areas with steep slopes and thicker sediment accumulations,
heavy rainfalls, small landslides and gravity can move these surficial materials
downslope.
1 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.
2 Schlicker,H.G.and Deacon,R.J., 1967,Engineering geology of the Tualatin Valley region:Oregon
Department of Geology and Mineral Industries,Bulletin 60,scale 1:48,000.
SW View Crest subdivision 4 5/21/2015
respectively. The bottom of exterior footings should be at least 16 inches below the
lowest adjacent exterior grade. The bottom of interior footings should be at least 12
inches below the base of the floor slab.
Footings placed on engineered fill or firm native sub-grade should be designed for an
allowable bearing capacity of 2000 pounds per square foot(psf). The recommended
allowable bearing pressure can be doubled for short-term loads such as those resulting
from wind or seismic forces.
Based on our analysis the total post-construction settlement is calculated to be less than 1
inch,with differential settlement of less than 0.5 inch over a 50-foot span for maximum
column,perimeter footing loads of less than 100 kips and 6.0 kips per linear foot.
Lateral loads on footings can be resisted by passive earth pressure on the sides of the
structures and by friction at the base of the footings. An allowable lateral bearing pressure
of 100 pounds per cubic foot(psf/f)below grade may be used. Adjacent floor slabs,
pavements or the upper 12-inch depth of adjacent,unpaved areas should not be
considered when calculating passive resistance. An angle of internal friction of 32
degrees can be used.
If construction is undertaken during wet weather, we recommend a thin layer of
compacted, crushed rock be placed over the footing sub-grades to help protect them from
disturbance due to the elements and foot traffic.
3.2 Floor Slabs
Satisfactory sub-grade support for building floor slabs can be obtained from the native sub-
grade prepared in accordance with our recommendations presented below. A 6-inch-thick
layer of imported granular material should be placed and compacted over the prepared sub-
grade.Imported granular material should be crushed rock or crushed gravel that is fairly well
graded between coarse and fine,contains no deleterious materials,have a maximum particle
size of 1 inch,have less than 5 percent by weight passing the U.S. Standard No. 200 Sieve,
and meet OSSC 02630.10—Dense Graded Aggregate 1"-0".The imported granular material
should be placed in 6-inch-thick lifts and compacted to at least 95 percent of the maximum
dry density as determined by American Society for Testing and Materials(ASTM)D 1557.A
sub-grade modulus of 125 pounds per cubic inch(pci)maybe used to design the floor slab.
Installation of a vapor barrier is required for all the houses built on this lot.It will reduce the
potential for moisture transmission through, and efflorescence growth on, the floor slabs.
Additionally, flooring manufacturers often require vapor barriers to protect flooring and
flooring adhesives and will warrant their product only if a vapor barrier is installed according
to their recommendations. The selection and design of an appropriate vapor barrier, if
needed, should be based on discussions among members of the design team.
SW View Crest subdivision 6 5/21/2015
3.3 Seismic Design Criteria
The seismic design criteria for this project found herein is based on the OSSC 2012,
Section 1613 and from the USGS Earthquake Hazards Program. A summary of IBC 2012
seismic design criterion below: using a Lat of 45.4122 and Long of-122.8013
Short Period 1 Second
Maximum Credible Earthquake Spectral Acceleration Ss=0.96g S1 =0.42 g
Adjusted Spectral Acceleration Sms= 1.07 Sml =0.66
Design Spectral Response Acceleration Perimeters Sds=0.71 Sd1=0.4
3.4 GeoHazard Review
The Oregon HazVu: Statewide Geohazard Viewer3 was reviewed on May 15,2015 to
investigated mapped geological hazards. This review indicates that the project site is
situated outside the 100-year floodplain. The expected earthquake-shaking hazard is
classified as 'very strong' with no mapped earthquake liquefaction hazard. The nearest
mapped active fault is the NW-SE oriented Molalla-Canby fault, located approximately
1.15 miles northeast of the subject site. Additional fuals are mapped running parallel to
SW Pacific Highway, approximately 0.34 miles east of the subject site. IMS-154 rates the
site vicinity as having a peak horizontal acceleration of 0.4 to 0.5g for a magnitude 6.8
Portland Hills Fault earthquake, which would result in severe shaking and capable of
producing slight damage in specially designed structures, considerable damage in
ordinary substantial buildings with partial collapse, and great damage in poorly built
structures.No landslides are mapped on or in close proximity to the subject site. The
nearest mapped landslides are small earth flows associated with the banks of drainages on
the northern and northeastern slopes of Bull Mountain.
3.5 Pavement Design
Our pavement design recommendations are based on the SILT, 8"of 1 %2"minus rock
with 2"of 3/4"minus rock. Compaction standards on all future streets require 92%of
ASTM D1557. Asphalt thickness will be 4".
The asphalt's base rock section is not intended to serve as a construction working surface.
Oftentimes such use will result in contaminated bas rock and a soil sub-grade which has
become disturbed.
3 http://www.oregongeology.org/hazvu/
4 Wong,I.,Silva,W.,Bott,J.,Wright,D.,Thomas,P.,Gregor,N.,Li,S.,Mabey,M.,Sojouner,A.,and
Wang,Y.,(2000),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-15.Scale 1:62,500
SW View Crest subdivision 7 5/21/2015
•
4.0 CONSTRUCTION RECOMMENDATIONS
4.1 Site Preparation
Demolition should include removal of existing improvements throughout the project site.
Underground utility lines,vaults,basement walls or tanks should be removed or grouted
full if left in place. I recommend that soil disturbed during grubbing operations be
removed to firm,undisturbed sub-grade. The excavations should then be backfilled with
compacted structural fill or native materials if it's within its optimum moisture content.
4.1.1 Proof Rolling
Following stripping and prior to placing aggregate base course,pavement the
exposed sub-grade should be evaluated by proof rolling. The sub-grade should
be proof rolled to identify soft, loose, or unsuitable areas. Please give 24 hour
notice to observe the proof rolling. Soft or loose zones identified during the field
evaluation should be compacted to an unyielding condition or be excavated and
replaced with structural fill, as discussed in the Structural Fill section of this
report.
4.1.2 Wet Weather Conditions
The near-surface soils will be difficult during or after extended wet periods
when the moisture content of the surface soil is more than a few percentage points
above optimum. Soils that have been disturbed during site preparation activities,
or soft or loose zones identified during probing or proof rolling, should be
removed and replaced with compacted structural fill. Track-mounted excavating
equipment will be required during wet weather. The imported granular material
should be placed in one lift over the prepared,undisturbed sub-grade and
compacted using a smooth drum,non-vibratory roller. If construction is
undertaken during the wet weather the builder may choose to cement treat the top
12"of sub-grade soil on the site. This will save time over the duration of the
project due to the moisture sensitive silty CLAY becoming soft and yielding
which will require repeated over excavation and replacement with structural fill.
The geo-textile fabric can be eliminated if the sub-grade is cement treated.
4.1.3 Demolition and site clearing
RSS will verify that the area has been stripped of all organic material prior or
construction debris prior to placement of any fill. Only imported material shall be
used to fill old basement area. See below section for import fill materials. Please
allow 24 hours to schedule inspection for post demolition.
4.2 Excavation
Subsurface conditions of accessible cleared areas of the project site show predominately
silty SAND to SAND to a depth explored(10 feet). Excavations in the upper soils maybe
readily accomplished with conventional earthwork equipment with smooth faced bucket.
SW View Crest subdivision 8 5/21/2015
4.3 Structural Fills
Fills should be placed over sub-grade prepared in compliance with Section 4.1 of this
report. Material used, as structural fill should be free of organic matter or other unsuitable
materials and should meet specifications provided in OSSC, depending upon the
application. A discussion of these materials is in the following sections.
4.3.1 Native Soils
Laboratory testing indicates that the moisture content of the typical for optimum
moisture content of the soil required for satisfactory compaction. This is
depending on the weather conditions at the time of excavation. Native soils can
use ASTM D698 and 95%compaction is required. Please supply the engineer
with a 5gallon bucket of material 48hours prior to any compaction tests required.
Compaction tests are required every 500 cu feet of fill or every 1.5 feet of
elevation.
4.3.2 Imported Granular Fill
The imported granular material must be reasonably well graded to between coarse
and fine material and have less than 5%by weight passing the US Standard
No.200 Sieve. Imported granular material should be placed in lifts 8 to12 inches
and be compacted to at least 92% of the maximum dry density, as determined by
ASTM D 1557. Where imported granular material is placed over wet or soft soil
sub-grades, we recommend that a geo-textile serve as a barrier between the sub-
grade and imported granular material. Please supply the engineer with a 5gallon
bucket of material 48hours prior to any compaction tests required. Compaction
tests are required every 500 cu feet of fill or every 1.5 feet of elevation
4.3.3 Pavement Base Aggregate
Imported base aggregate for roads and parking lots should be clean, crushed rock
or crushed gravel. The base aggregate should meet the gradation defined in OSSC
02630.10—Dense Graded Aggregate 1 1/2"-0,"with the exception that the
aggregate should have less than 5%passing a US Standard No. 200 Sieve. The
base aggregate should be compacted to at least 92%of the maximum dry density,
as determined by ASTM D 1557. Please supply the engineer with a 5gallon
bucket of material 48hours prior to any compaction tests required.
4.4 Drainage Considerations
The Contractor shall be made responsible for temporary drainage of surface water and
groundwater as necessary to prevent standing water and/or erosion at the working surface.
We recommend removing only the foliage necessary for construction to help minimize
erosion. Slope the ground surface around the structures 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.
SW View Crest subdivision 9 5/21/2015
5.0 CONSTRUCTION OBSERVATIONS
Satisfactory pavement and earthwork performance depends on the quality of construction.
Sufficient monitoring of the activities of the contractor is a key part of determining that the
work is completed in accordance with the construction drawings and specifications. I
recommend that a geotechnical engineer observe general excavation, stripping, fill
placement, and sub-grades in addition to base. Subsurface conditions observed during
construction should be compared with those encountered during the subsurface explorations.
Recognition of changed conditions requires experience. Therefore, qualified personnel should
visit the site with sufficient frequency to detect whether subsurface conditions changes
significantly from those anticipated.
6.0 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, our exploratory borings 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 or soil borings. 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.
If there is a substantial lapse of time between the submission of this report and the start of work
at the site; if conditions have changed due to natural causes or construction operations at, or
adjacent to,the site;or,if the basic project scheme is significantly modified from that assumed,it
is recommended this report be reviewed to determine the applicability of the conclusions and
recommendations.
The work has been conducted in general conformance with the standard of care in the field of
geotechnical engineering currently in practice in the Pacific Northwest for projects of this nature
and magnitude. No warranty, express or implied, exists on the information presented in this
report.By utilizing the design recommendations within this report,the addressee acknowledges
and accepts the risks and limitations of development at the site, as outlined within the report.
SW View Crest subdivision 10 5/21/2015
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7409 SW Tech Center Dr,#145
Tigard,OR 97223
phn:503-443-3799
fax:503-620-2748 •
503.443.3999 •
RAPID SOIL SOLUTIONS
3915 SW PLUM STREET
PORTLAND, OR 97219-6018
PROJECT: RSS2015 LAB SERVICES JOB NO: 15-5468
LOCATION: 12000 SW VIEWCREST CT WORK ORDER NO: N/A
SAMPLE SOURCE: SEE BELOW DATE SAMPLED: 5/14/15
MECHANICAL SIEVE ANALYSIS
GROUP SYMBOL,USCS(ASTM D-2487)
Silt or SAND GRAVEL COBBLES
Clay Fine Medium Coarse Fine Coarse
Location&Depth I USCS I LL PI #200 #1001 #50 #40 #30 I #16 #10 #8 I #4 11/4"13/8" 1/2"I 3/4" 1" 1 1/4" 1 1/2"( 2" 3" 6" Lab#
PERCENT PASSING BY WEIGHT
HAl @2' 26 4 8110
HA3 @4' 27 6 8110
BORING DEPTH MC%
HAI 2' 21.9
HA2 6' 29.3
HA3 4' 29.8
HA4 6.5' 27.4 REVIEWED BY DE/is
1
HA#1
Surface Elevation:451
y 4e .0,6 ,0
eJe �4" a04e Boring Date:5114115
0
ti'c e -0 , �G Q� pec Boring Location:Tigard,OR j
0441." .0 0 00 0, �� Drilling Method:Hand Augur
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LOG OF BORING
12000 SW ViewCrest Road
Rapid Soil Solutions Chris Eschman Plate: 1
1
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Surface Elevation:447
0 '6 i tt41' ,-"' Sib \
4). / 4.- ' /AD Boring Date:5/14/15
Boring Location:Tigard,OR
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LOG OF BORING
1 12000 SW ViewCrest Road ,
Rapid Soil Solutions Plate 1
i 1 Chris Eschman i
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HA#3
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Surface Elevation:438
// g /\, r, %SAc •p'�ej, Boring Date:5/14/15
t , e g,'J/ Oe //4G /Qe ' / Boring Location:Tigard,OR
///41/4. 4' `%+oma /O / 0�0,_, tie` � '
f' Drilling Method:Hand Augur
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29.8 Boring completed at depth of 4ft
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LOG OF BORING
1
12000 SW ViewCrest Road
Rapid Soil Solidi+ns
Chris Eschman Plate 1
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/ / / / / / Surface Elevation:433
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/ 46 • (.6 / o`)" / A'IP-/ Boring Date:5/14/15
/.4,,* , e /. Boring Location:Tigard,OR
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1 07,.• 0 / 43/./ 0/ , / 0°,,/,r,,./ Drilling Method:Hand Augur
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:';':' TP ; Topsoil and silts
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GWS Damp,medium brown GRAVELS with some sifts
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LOG OF BORING
1 _
112000 SW ViewCrest Road
Rapid Soil Solutions Plate .1
Chris Eschman
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