Report Mg - 001 14of 6
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SFA Design Group, JUL 12 2011 ux
S UC�UPµt cop L j LA USE PLANNtNC
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CITY OF TlGA �
SW Mow SQUar a, • s,,te 3$0 • p -d- 0, y .22B BUILDING DIVI51ON
July 11, 2011
TerraFirma Foundation Systems
• 7901 Old Hwy 99 North, Address 2
Roseburg, Oregon 97470 •
RE: Erickson Residence
13185 SW 124th Ave,
Portland, OR 97223
As requested, SFA Design Group, LLC (SFA) has provided the following report summarizing the
findings of: a site visit, conducted on July 7, 2011, to observe surface conditions and of a review
of geologic maps of the area.
Site and Project Descriptions
The project site is located at 13185 SW 124th Ave in Portland, Oregon (See Fig -A). The existing
residence is a one -story house of approximately 1500sf with a basement and a two car attached
garage.
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Based upon elevation readings provided by TerraFirma Foundation Systems, SFA understands
that the southwest foundation of the residence has experienced settlements up to 3 ''A" (See Fig -
C).
Geologic Conditions
Geologic maps of the area indicate underlying fine - grained facies (Pleistocene). Coarse sand to
silt deposited by catastrophic floods. The finer sediments are predominantly quartz and feldspar
and also contain white mica. The coarser sediments are predominantly Columbia River basalt
fragments. Soil development commonly introduces significant clay into the upper 6 -15ft of the
deposits. Nearby geotechnical hole reports, obtained from the Oregon Water Resource
Department, indicate brown silty clay from depths of 1 ft to I7ft, brown sticky clay with very
decomposed basalt from 17ft to 90ft, and very decomposed brown /green /grey /red basalt from
depths of 90ft to 152ft. Termination of the hole was at 245ft (See Fig -B for complete boring log).
Field Investigation
On July 7, 2011 SFA conducted a field investigation at the above referenced property. SFA's
investigation involved an approximate 2ft hole dug at the southwest corner of the structure.
Soil within the hole was soft brown silty clay. No groundwater was encountered in the hole.
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Conclusions
The information contained in this report is based upon results of our site visit, visual observation
of a small portion of the pertinent surface conditions, professional judgment, information
provided from Geologic Mapping of Oregon, and information provided through review of Oregon
Water Resource Department data.
General
It is our opinion that the use of (8) Foundation Supportworks, Inc. (FSI) 288 Push Piers and (4)
Foundation Supportworks, Inc. (FSI) 288 Helical Piers will halt further vertical settlement of the
structure at the (12) underpinned locations shown if these anchors are installed per the enclosed
requirements. Installation of these anchors in no way provides support of the remainder of the
structure. Reference structural documents for requirements.
Observed settlements are common in this era of residential structure and typically due to the lack
of an appreciable footing resulting in overconsolidation of supporting soils. Also common to this
era of residential structure is the lack of a properly functioning drainage system. It is
recommended that all rain and /or foundation drains be properly drained away from the structure.
Push Pier Vertical Capacity
Pin piles, consisting of FSI 288 push piers, used to support the vertical loads of the structure
through connection to the existing foundation shall be installed to a depth of l Oft or to a
resistance of 2500psi imparted by a 3.5 in diameter hydraulic ram. Ultimate capacity of 24.1 kips
with a factor of safety of 2.0 results in a design capacity of 12.0 kips. Minimum spacing of 3ft
should be observed without consulting this office. Maximum spacing per structural engineers
requirements.
Push Pier Lateral Capacity
Push piers do not have appreciable capacity for lateral loads. Lateral resistance is provided by the
existing concrete basement walls and will not be affected by the installation of the proposed piers.
Helical Pier Vertical Capacity
Helical pin piles, consisting of FSI 288 helical piers, used to support the vertical loads of the deck
and main floor structure through connection to a new concrete grade beam shall be installed to a
depth of 20ft or to a torque pressure of 2500ft-lb. Utilizing an empirical torque conversion factor
of 9ff', resulting ultimate capacity of 22.5 kips with a factor of safety of 2.0 yields a design
capacity of 11.25 kips. Minimum spacing of 3ft should be observed without consulting this
office. Maximum spacing per structural engineers requirements.
Helical Pier Lateral Capacity
Helical pin piles do not have appreciable capacity for lateral loads. Lateral resistance is provided
by adjoining slab friction and passive soil resistance on the grade beam.
Testing
20 percent of the piers are to be load tested to 100 percent of the working load imparted from the
foundation of the structure. The pier is acceptable if there is less than 0.04in of settlement in a 10
minute period. If movement is observed greater than 0.04in the test shall be repeated. If
movement is observed in the second test the pier is to be deepened and re- tested or abandoned
and replaced with a new pier.
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Seismic Risk
The following is based upon mapping provided by the State of Oregon Department of Geology
and Mineral Industries: Earthquake hazard within the vicinity of the property is moderate, with a
high risk of earthquake amplification, low risk of earthquake induced liquefaction, and a low
slope instability hazard.
Groundwater Considerations
Review of the Oregon Water Resource Department data for the surrounding vicinity indicates that
the depth to groundwater is within 20ft of the surface.
Drainage
All drainage systems disturbed during construction should be repaired prior to final approval. In
the absence of adequate drainage SFA recommends that a properly functioning drainage system
be installed. This should include the proper routing and discharge of rain drains as well as curtain
drains. The effects of improperly or non - existent drainage systems would be likely contributors
to typically observed settlement of structures.
Limitations
It is to be understood that geotechnical information is characterized by a certain degree of
i uncertainty. Professional judgments presented are based on experience and information obtained
from geologic maps and /or information of the area of work. Judgments rendered meet current
professional standards; no warranties, either expressed or implied are made. This report is subject
to review and should not be relied upon after a period of 1 year.
Sincerely,
SEA Design Group, Inc.
Jeff Fitch, P.E.
Principal
,0 PROFF
s 9o22PE
OREGON
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EXPIRES: 12 -31 -11
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S14' 0 F . B
p 7 , ,
STATE OF OREGON I `(_ OCT - 9 1996 W � - .P.'
- - - ro 3 '
WATER SUPPLY WELL REPORT 6 I 6� ""l )c'
(as required by ORS 537.765) WATER RESOURCES 0 iglipRT CARD) # 88883
Instructions for completing this report are on the last page of this form.
96 -019 CALEM, ORCCON
(1) OWNER: Well Number (9) LOCATION OF WELL by legal description:
Name (t n r ri n n Mn n r a CountyNTA Ch i n g t. n tlkatitude Longitude
Address 13C1 5 SW 191st. A sren n a Township 25 N or S Range 1 W E or W. WM.
t City 'Pig—arr.] State OR hp97991 Section 4 SF 1/4 NR 1/4
(2) TYPE OF WORK Tax Lot 1 00 Lot Block Subdivision
R New Well ❑ Deepening ❑ Alteration (repair /recondition) ❑ Abandonment Street Address of Well (or nearest address) Same
• (3) DRILL METHOD:
] Rotary Air III Rotary Mud [I Cable [I Auger (10) STATIC WATER LEVEL:
['Other 1 9R ft. below land surface. Date 9- 1 A —
(4) PROPOSED USE: Artesian pressure lb. per square inch. Date
•
iE Domestic E3 communit ❑ Industrial ❑ Irrigation (11) WATER BEARING ZONES:
❑ Thermal ['Injection ❑ Livestock ❑ Other
• 1 ' (5) BORE HOLE CONSTRUCTION: Depth at which water was first found tan t
Special Construction approval ❑ Yes ® No Depth of Completed Well 23 7 ft.
Explosives used ['Yes ® No Type Amount From To Estimated Flow Rate SWL
HOLE SEAL 40 1 5 7 < 5 z
Diameter From To Material From To Sacks or pounds 2 1 0 7 1 (1 49 1 5 fl
•
• f' 10" 0 167 cnmant 10 16 74 sacks
4 pert
bunt chp 0 10 6 sack'G
6" 167249 (12) WELL LOG:
How was seal placed: Method ❑ A ❑ B ®C ❑ D ❑ E Ground Elevation
a otherhent pnnrPd dry And hyriratpd
Backfill placed from ft. to ft. Material Material From To SWL
Gravel placed from ft. to ft. Size of gravel topsoil 0 1
(6) CASING/LINER: ; brown silty 1 17
Diameter From To Gauge Steel Plastic Welded Threaded lay brown sticky . 17 ,90
Casing. . + • n® ❑ ® ❑ basalt very decomposed
��� ❑ ❑ ❑ ❑ brn /gree /grey /red 90 'S2
_ MOM ❑ ❑ ❑ ❑ Dasalt grey medium 1 57 1 90
_IMIIM ❑ ❑ ❑ ❑ basalt grP '.,aa with
Liner: A rt Illnlarn a ❑ ® ® ❑ c1sy_1 enses white : 90 195
MEM ❑ ❑ ❑ ❑ basalt wthd brown 195 200
Final location ofshoe(s) 167' basalt brn /grey broken 200 210
(--- (7) PERFORATIONS /SCREENS: basalt brn /grey vesic
[7 Perforations Method saw cut very broken (caving) 210 230 158
['Screens Type Material basalt brn /cfrey medium 230 245
Slot Teic/pipe
From To size Number Diameter size Casing Liner
182 212 1/8x3 62 ❑ IN
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(M222 232 1/8x3 16 ❑ ® 1
❑ ❑
❑ ❑
❑ ❑ AB BOW TIRTT.T.TT G c3R -442s
(8) WELL TESTS: Minimum testing time is 1 hour Date started 9 -11 -96 Completed 9 - -
Plowing (unbonded) Water Well Constructor Certification:
❑ Pump ❑ Bailer ® Air ❑ Artesian I certify that the work I performed on the construction, alteration, or abandonment
Yield gal/min Drawdown Drill stem at Time of this well is in compliance with Oregon water supply well construction standards.
Materials used and information reported above are true to the best of my knowledge
45 n/a 244 lhr. and belief.
40 n/a 230 1 hr WWC Number
Signed Date
Temperature of water 53 Depth Artesian Flow Found (bonded) Water Well Constructor Certification:
Was a water analysis done? ❑ Yes By whom I accept responsibility for the construction, alteration, or abandonment work
Did any strata contain water not suitable for intended use? ❑ '1'00 little performed on this well during the construction dates reported above. All work
performed during this time is in compliance with Oregon water supply well
❑ Salty ❑ Muddy ❑ Odor ❑ Colored ❑ Other construction stand. s. 's re i nie to the best of my knowledge and belief.
Depth of strata: 1JA11t Number 148
Signed AL. Date 0-7 -z
ORIGINAL & FIRST COPY -WATER RESOURCES DEPARTMENT SECON COPY - CONSTRUCTOR THIRD COPY - CUSTOMER
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