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AUG 1 0 2005
PERMIT COUNTER Constilting
Robert M. PridS, Y�i�- Engineer
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May 16, 2005
"ITY COPY
Mr. Duane Landsverk
LQH, Inc.
1951194 thPlace West
Edmonds, WA 98020
Re: Report on Geotechnical Investigation
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Proposed Residence
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19524 901 Place West
Edmonds, Washington
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RMP Project No. 05-125-01
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Dear Mr. Landsverk,
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This re ort presents the. results of our geotechnical investigation of the property located
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e th Place West in Edmonds. The new
on th north side of SR 524 and adjacent to 94
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single family two story residence will be built on this currently undeveloped pal cel.
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The purpose of this report is to provide a description of the site and subsurface
ns, and to present geotechnical recommendations for the design of the p
conditio roposed
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residence. USGS map ing for this area of Edmonds and previous experience in the area
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were used as references for this report. A Site Plan prepared by The Leren Company
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was also reviewed in connection with our site evaluation.
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Site Conditions
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extends west off of Avenue, and is situated on a sloping parcel that
Thesite 94111
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descends to SR 524 on the south side of the property. Surface elevations range.from 124
73
feet on the north sid e to about loo fe I et just south of the proposed residence. Natural
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slope gradients range from about 3H:1V to 2H:1V, and there is.a graded road and flat
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pad area that exists near the center of the proposed building pad.
Field exploration included the excavation of five test pits to depths ranging up to eight
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feet All of these test pits encountered an upper fill zone that ranged from one to nine
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feet in depth. Below the fill was a topsoil layer approximately one foot thi k that was
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underlain by weathered deposits of advance outwash soils (Qva). Groundwater seepage
was not encountered in any of the test pits. Locdtions of these test pits are shown on the
attached Drawing No. 1.
Geotechnical Recommendations
Based on the results of our site investigation and on review of your plans for the
Kirlda;-
13203 Holines Point Drive NE nd.WA 9 o34 Fax: 425-814-5672
P1101IL': 425-814-3970
May 16, 2005
Mr. Duane Landsverk
Page 2
proposed residence, the existing native Outwash deposits will provide satisfactory
support for the single family structure. Depth to. bearing soils across the site will vary
e evation of the
depending on the depth of excavation below existing grade and the I
lower floor level that is expected to range from 113 to 115 feet. Only minor grading and
fill placement is planned around the completed residential structure. The glacial
Outwash soils are moderately pervious and with provide a suitable medium for vertical
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percolation of storm water collected from this site.
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Site Grading
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The lower floor will be a post a nd beam system and will not require placement of fill
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within the interior of the residence. Some fill placement will result from footing
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excavation spoils and1owering of existing grades on the north side of the basement area.
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The organic topsoils can be used in landscape areas of the site, and the onsite Outwash
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deposits are considered excellent for structural fill if required. It is recommended that.
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all exterior fill be placed in thin lifts and compacted to a uniformly high density to
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minimize settlement and erosion problems around the completed structure All
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granular fill soils should be compacted to at least go% as determined by ASTM D1557
test method.
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Exterior slabs on grade should. also be und erlain by compacted.granular fill after
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removal.of the.topsoilsi All concrete slabs should be re inforced to minimize shrinkage
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ith control joints inthese slabs at approximately 8 to io foot centers.
cracking, wi
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Foundations
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A majority of. the foundations will consist of continuous bearing wall footings that will
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extend through the fill and onto the medium dense to dense Outwash deposits. Depths
of these footings should be a minimum of 24 inches below existing grade, but it is
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expected that footings could extend four to six feet or more below final grade due to
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existing fill soils. Consideration should be given to using driven pipe piles for
foundation support along the south and westerly sides of the structure because of the
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presence of unsuitable fill and topsoil material.'.,
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An allowable soil bearing value of 2000 psf may be used in the design of, footings
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bearing on the Outwash soils. This value may be increased 33% for short durations of
loading due to wind or seismic forces. Estimated settlement of these footings will be in
the range of 1/2 to, 3/4 inch under the anticipated structural loads.
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Resistance to lateral loading on the structure can be provided by passive ea pressure
on the foundation walls. An allowable passive pressure of 25o pcf may be used for
resisting these forces. The potential for site liquefaction is considered very low.
13203 Holmes Point Drive NE Kirldand, WA 98034
Fax: 425-814-5672.
P110110: 425-814-3970
May 16, 2005
Mr. Duane Landsverk
Page 3
R6taininjz alls
Retaining walls may be designed for an active pressure Of 30 pcf for level. backfill and 45
pcf for sloping backfill surcharge conditions. Resistance to lateral soil pressures
may be provided by -a passive earth pressure Of 250 pcf when the footing is supported by
dense native soils or properly compacted backfill. Retaining wall footings may be
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designed for a soil bearing value of 3000 psf for footings bearing on the Outwash soils.
A footing subdrain will not be required at the base of the exposed foundation stem walls
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due to the presence of the ervious Outwash deposits, although we recommend that the
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basement retaining walls have a footing subdrain. This subdrain should be embedded in
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drain gravel and wrapped with a geofilter cloth.
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EjR�-Pile Foundations
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Driven pipe piles may be required where footing depths exceed about 4 to 5 feet below
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10-4
c ss on this site will allow the use of a.backhoe to install
existing grades. Equipment ac e
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the larger 3 and 4 inch diameter piles. We recommen d the use of Schedule 8o
Pile
galvanized pipe that should be driven to refusal using an 850# P neurnatic hammer.
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capacities for the 3 and 4 inch piles is 12 and 20 kips respectively.
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Site
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Surface water runoff from house roof areas or the hardscape around the residence
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by ti htlines and area drains that lead to an appropriate storm drain
should be collected. 9
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system. It is recommended that all storm water be collected and discharged into the
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native Outwash gravel deposits at. shallow depths below existing grades, but at a
distance of at least 15 feet from the steep slopes on the south side of the property.
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We recommendthat we be retained to review the final drawi gs for foundations and
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earthwork to confirm that they are consistent with the recommendations of this report.
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Construction. monitoring and consultation services s hould also be provided to verify that
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subsurface conditions are similar to those described in this report. Should.conditions be
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revealed during construction that vary fro m the anticipated subsurface profi le, we will
evaluate those conditions and provide. alternative recommendations where appropriate.
The conclusions and recommendations presented in this report are based on 1) our
interpretation of soil conditions on this site, 2) confirmation of the actual subsurface
conditions encountered during construction, and 3) the assumption that. sufficient
observation and testing will be performed during the appropriate phases of the work.
13203 Holmes Point Drive NE Kirkland, WA 98034
tax: 425-814-5672
Phohe: 425-814-3970
APPENDIX A
Summa Logs of Exploratory Test Pits
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Test Pit No. 1
— West side
O.o — 1 oft
Topsoil: Silty San d — brown, slightly moist loose; wi th organics;
1.0 — 3-Oft
Silty Sand and gravel gray brown moist, medium dense;
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3.0 — 6.oft
Sand'and gravel gray, moist, dense; no groundwater;
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Test Pit No. 2 — Southwest side
0.0-3.0 ft
— 4-Oft
in
Fill: Silty Sand — gray brown) *slightly oist, loose;
Topsoil: Silty Sand —and organ ics — gray brown, moist loose;
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3.0
4.0 — 5. Oft.
Silty Sand — gray, moist, dense; no groundwater;
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10
Test Pit No. 3 SOut h side
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0.0 — 4-Oft
Fill: Silty Sand — gray brown, moist, loose; with organics;
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— 5-Oft
Topsoil:. Silty Sand — gray brown, slightly, moist, loose; organics;
'dense; 'no
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5-o — 6 ft
Silty Sand — gray, moist, in. edium groundwater;
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Pit
Test No.
4 — Center of Pad
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O.o — 8.oft
Fill: Silty Sand and gravel gray and.brown; moist, loose
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8.o — 8.5ft
gray bro nics;. no
Topsoil' Silty Sand wn, moist, loose; and, orga'
groundwater;
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Test Pit No.
5 — East side
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Fill: Silty Sand and gravel — gray brown, moist, loose;.
S Silty Sand and gravel — gray, moist, dense; no groundwater;
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4.0 6.oft
a nd and
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olmes Point Drive NE Kirkland, IATA 98034
13203 H Fax: 425-814-5672
Phone: 425 -814-3970