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GEOTECHNICAL REPORT
Prepared For Rick Seaborne
March 31, 2006
For the Property Described as
Tax Parcel # 001193011
Section 19, Township 30 North, Range 1 West, W.M.
Jefferson County, Washington
Prepared by
NORTHWESTERN TERRITORIES, INC.
717 S. Peabody Street
Port Angeles, Washington 98362
Phone 360-452-8491 Fax 360-452-8498
Web Site www.nti4u.com E-mail info@nti4u.com
• •
---4,1.- NORTHWESTERN TERRITORIES, INC.
r,` A JLS GROUP COMPANY
,.t— 717 SOUTH PEABODY STREET,PORT ANGELES,WA 98362
Engineers Land Surveyors Geologists
NT" Construction Inspection Materials Testing
(360)452-8491 FAX 452-8498 www.ntl4u.com E-Mall:Info@nti4u.com
JLS GROUP,
INC.
Geotechnical Report
Tax Parcel # 001193011
March 31, 2006
Rick Seaborne
9670 Battle Point Dr NE
Bainbridge Island, WA 98110-1485
Subject: Geotechnical Report for Tax Parcel # 001193011 located in Section 19,
Township 30 North, Range 1 West, W.M., Jefferson County, WA
Dear Mr. Seaborne:
Background
At your request, Bill Payton, Engineering Geologist with Northwestern Territories Inc.
conducted a geotechnical inspection at the above-mentioned property on February 9,
2006. The purpose of this inspection was to observe the bluff at the subject site by
visual means and make recommendations regarding the development of the property in
accordance with the Jefferson County Unified Development Code. It is our
understanding that you own the subject property and plan to build a single-family
residence, detached garage and an alternate dwelling unit (ADU) on the property
(Figure 1).
Site Description
The subject property is located on Cape George Road across from driveway# 5663,
which is south of Kruse Ave. overlooking Discovery Bay (Figure 2). The property is
bounded on the north by Cape George Road, and on the south, east and west by
wooded residential property (Figure 3).
The north "upland" end of the property, where the proposed development is planned, is
flat to gently sloping towards the south. The east side of the property is a spur that
slopes southward at an average slope of about 9 degrees. There is a ravine along the
east property line and another ravine that bisects the middle of the property (Figure 4).
The east ravine is approximately 60' to 70' deep with an average slope of-24 degrees,
with -30 degree slopes at the top. The central ravine varies from approximately 30'
deep at the head to approximately 50' farther down, with slopes of- 30 degrees. These
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slopes are below the typical "angle of repose" of the soil. The "angle of repose" is
defined as the maximum angle at which loose, cohesionless material remains stable
(assuming no destabilizing forces). This angle commonly ranges between 33 and 37
degrees.
There is a "Type 5 Stream" located in the bottom of the east ravine according to
Jefferson County. However, at the time of the site visit, the soil was damp but there was
no water in the ravine. The bottom of the ravine was thickly vegetated with
predominantly salal and sword fern and there was no defined channel. The central
ravine was dry.
The upland is mostly cleared and vegetated with grass, and there is a small shed in the
clearing (Photos 1 and 2). The slopes and ravines are well vegetated in young to
mature trees, shrubs and brush except for a small cleared part of the slope west of the
central ravine which has been replanted with trees (Photo 3). No slide activity was
observed in the ravines and no springs or seeps were observed.
Site Geology
The Washington State Department of Ecology's Coastal Zone Atlas maps the soil in the
area of the subject property as Vashon lodgement till (Qvtl) over Vashon advance
outwash (Qva) (Figure 5). These soils are generally composed of sand and gravel and
are glacially derived. The upper till has more silt and is generally more compact than the
lower sandy soil. This upper till is also capable of standing at steeper angles than the
lower sand. The Atlas also maps the stability of the upland as Stable and the slopes as
Unstable (U) (Figure 6).
The Washington State Department of Ecology's "Geology and Ground-Water
Resources of Eastern Jefferson County, Washington", April, 1981 gives essentially the
same description of the soils in the area of the subject property.
The Soil Survey of Jefferson County Area, Washington (United States Department of
Agriculture, 1975), classifies the soil in the area of the property as Tukey gravelly loam
(TuC), found in the upper north end of the property, and the Tukey gravelly loam (TuD)
found on the rest of the property. This gravelly soil formed on terraces in glacial till and
has a very slowly permeable cemented layer at a depth of 20 to 40 inches, which can
cause a perched water table during the rainy season. Runoff is listed as slow to medium
and the hazard of erosion as slight to moderate.
Visual observations made of surface exposures at the subject site were generally
consistent with the above soil descriptions.
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Conclusions and Recommendations
No ongoing or recent sliding was observed on the slopes below the proposed
development area. The measured slope angles are below the angle of repose, and no
springs or seeps were observed on the slopes.
Based upon our investigation, we recommend that the landslide hazard area buffer be
reduced to 15' from the top of the slope bordering the flat area where the proposed
development is planned. We also recommend that the International Building Code (IBC)
guidelines for footings adjacent to slopes (Figure 7) be followed. Figure 1 shows the
approximate location of the IBC footing setback, which varies from 15' to 23' based
upon the slope height. The IBC allows for structures to be closer to the slope if the
footings are deepened to maintain the required separation from the footing to the face of
the slope. The necessary depth can be calculated by using the IBC Figure (Figure 7)
and the slope height, which, can be determined by measurement or by using the
topographic map (Figure 4). However, the IBC setback should not be reduced to less
than the 15' landslide hazard buffer. Further, we recommend that septic drainfields not
be constructed less than 30' from the edge of the slope. The proposed location of the
drainfield for the primary house as shown on Figure 1 is acceptable from a geotechnical
perspective. We recommend that the drainfield for the ADU not be located east of the
ADU as shown on Figure 1. A better location from a geotechnical perspective would be
north or west of the ADU, thus avoiding the ravine on the east side of the property.
The following recommendations should also be considered with regards to the proposal:
1. It will be necessary to maintain ground cover to reduce erosion from surface
runoff. Any bare areas that develop should be avegetted. Native deep-rooted
vegetation that requires little or no irrigation would be the most beneficial.
2. Vegetation on the slope face and within the 15' landslide hazard area buffer at
the top of the slope provides stabilization to the slope soils. Existing established
vegetation should be left in as natural a state a spossible. If a better view is
desired, minor thinning and pruning should be done in such a way that
minimizes disturbance to the soil and root zone and that insures the continued
health of the vegetation. Damaged trees or trees that are in danger of falling,
due to undermining of the roots for example, should be evaluated for removal
because of the damage potential to the slope caused by the root mass of a
large tree being pulled out of the ground. If trees are removed, the trunks
should be left in place so that the root mass can continue to provide
stabilization to the soil. A tree expert could provide valuable consultation in this
matter should the need arise.
3. Heavy irrigation or other activities that would contribute large quantities of water
to the soil should be avoided.
3
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4. Surface water should not be allowed to flow over the face of the slope as an
uncontrolled or concentrated flow and cause erosion of the slope face. This can
be controlled with vegetation and using berms or swales to direct runoff to a
drainage system. Please see the attached DOE publications for more
information on this subject.
5. Surface runoff from hard surfaces such as roofs, driveways, walkways and
patios should be controlled and routed to a drainage control system such that
surface water discharge to adjacent properties does not exceed
predevelopment conditions.
6. Silt fences or other sediment control devices may be needed during
construction such that sedimentation to adjacent properties does not
significantly exceed predevelopment conditions.
7. All drainage control devices should be maintained in good working order and
inspected at least once a year.
8. An engineered drainage, sediment and erosion control plan should be
developed for this property to address items 4 through 7 above. NTI can
accomplish this task if requested. A contractor knowledgeable in the
construction of these types of features should be retained for this work.
9. We recommend that footing drains be incorporated in the design of the
structures. Footing drains should be kept separate from roof drains.
Given the findings, recommendations and limitations of this report:
1. There appears to be minimal landslide hazard to the proposal as suggested by
the lack of evidence of landslide activity on the slope at the subject property in
the recent past, and by the recommended setback distance to the proposed
structures.
2. Observations of slope stability indicate that the proposal should not be subject to
risk of landslide under the current conditions that exist at the site.
3. The proposal would not increase surface water discharge rates or sedimentation
to adjacent properties beyond predevelopment conditions.
4. The proposal would not decrease slope stability on adjacent properties.
5. The proposal would be stable under normal geologic conditions.
For further information please review the three attached copies of booklets published by
the Washington State Department of Ecology (DOE) entitled: "Slope Stabilization and
Erosion Control Using Vegetation", "Vegetation Management: A Guide for Puget Sound
Bluff Property Owners" and "Surface Water and Groundwater on Coastal Bluffs". These
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publications are now out of print but can be reviewed at the DOE website at:
http://www.ecy.wa.gov/biblio/sea.html under the 1993 and 1994 year heading. The DOE
website also contains more useful information regarding slope stability and site
development and is highly recommended.
Limitations
This report has been prepared for your exclusive use in conjunction with the above
referenced project. The report has not been prepared for use by others or for other
locations. Others may use it only with the expressed written permission of the Engineer.
Within the limits of scope, schedule and budget, this report was prepared in general
accordance with accepted professional engineering and geological principles and
practices in this or similar localities at the time the report was prepared. No other
warranty, expressed or implied, is made as to the conclusions and professional advice
included in this report.
The observations, conclusions and recommendations presented in this report were
based on our visual observations of the subject property at the time of our site visit; no
laboratory tests were performed. Soil and geologic conditions can vary significantly
between test holes and/or surface outcrops. If there is a substantial lapse of time,
conditions at the site have changed or appear different than those described in this
report, we should be contacted and retained to evaluate the changed conditions and
make modifications to our report if necessary.
Sincerely, St-
A.
c .
NORTHWESTERN TERRITORIES, INC. J
4.1 Al/A
Robert A. Leach, P.E., MBA
es.e AI EN°\� 3 -3(--06
Principal Engineer EXPIRES 12/30/2006
Bill Payton, L.E.G. „L�;1k
Engineering Geologist I
Q . .:*'f ; 31311C:k
G:\Gen\Bill\Reports\SEAB0601.bluff stability.19(30-1).Discovery Bay.doc "o,191 `
N ed Ga°
William C. Payton Jr.
Expires 11/06/06
5
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