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KEYSTONE WALL DETAIL
EDMONDS SHORT PLAT - 17039 76TH AVENUE WEST
Uj EDMONDS, WASHINGTON
L-7035
01/04/2006 12:03 4258275424 AESI
PAGE 02/10
Associated Earth Sciences, Inc.
January 3, 2006
Project No. KE05957A
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Soundview Hornebuilders-14. 1. 1
opy
902 6' Avenue South
S. U B
Edmonds, Washington 98020
"AN 20 2006
Attention: Mr. Ron Den Adel
BUILDINO DEPARTMENT
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OF E�C-.',40NDS
Subject: Subsurface Exploration and Geotechnical
Engineering Letter Report
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Proposed Edmonds Two -Lot Short Plat
17039 7& Avenue West
T,
Edmonds, Washington
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Dear Mr. Den Adel,
This letter summarizes the results of our subsurface exploration performed yesterday,
and provides design criteria for foundations and retaining walls for the two proposed
homes to be built on the subject property. A geotechnical report is required for this
property based on Section 19. 10 of the City of Edmonds Municipal Code for property
with slope inclinations exceeding 15 percent and City of Edmonds review comments
issued for your project on December 28, 2005.
Subsurface Exploration
We completed one exploration pit in each building envelope on January 2, 2006. In the
northern lot (EP-2), we encountered 10 inches of topsoil over 3 feet of medium
stiff/dense sandy sift to silty sand overlying medium dense grading to dense sand with
silt to a depth of I I feet (approximate elevation I 11). Beneath the sand, we encountered
hard gray silt to the maximum depth explored of 12 feet.
In the southern lot (EP-1), we encountered 12 inches of topsoil over I foot of loose silty
sand with roots overlying brown grading to gray, medium stiff grading to hard, sandy
silt to the maximum depth explored of 10 feet (approximate qlevation 118). Elevation
estimates are based on plotting the exploration pit locations on a site survey provided by'
you (photocopy attached). Very slow, perched ground water seepage was observed at a
depth of 4 feet in the pit completed for the north lot (EP-2), and at 2 feet within the pit
excavated for the south lot (EP-1). The seepage depth represents the contact between the
loose surficial sediments and underlying denser sediments, Samples were collected at
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01/04/2006 12:03 4258275424 AESI PAGE 03/10
each strata change.
We interpreted the sand to be Vashon advance outwash and the silt to be Pre -Frazier
sediments consistent with those mapped on the "Composite Geologic Map of the Sno-
King Area, " Booth ct. al., 2004. Advance outwash consists of sand that has been
deposited in front of an advancing glacial ice sheet and has been overridden by several
thousand feet of glacial ice. Pre -Frazier fine grained sediments are sediments deposited
in a large pro -glacial lake formed by ice -dams that blocked the outlet to the Pacific
Ocean prior to the advance of the ice sheet that eventually covered the Puget Sound area
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during the Frazier glaciation. As such, this material has also been over -consolidated by
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the weight of glacial ice.
Recommendations and Design Criteri
Erosion Mitigation Measures
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The site slopes are defined as Erosion Hazard Areas by the City of Edmonds. The
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surface sediments underlying the site generally contain silt and fine sand and will be
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sensitive to erosion and moisture, especially in the sloping portions of the site. Lit order
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to reduce the amount of sediment transport off the site during construction, the
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following recommendations should be followed.
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1. Temporary silt fencing should be placed around the lower perimeter of all
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cleared area(s) and at the base of sloped areas. The fencing should be
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periodically inspected and maintained as necessary to ensaire proper function.
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2� To the extent practical, earthwork -related construction should proceed during
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the drier periods of the year and disturbed areas should be revegetated as soon
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as possible. Temporary erosion control measures should be maintained until
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permanent erosion control measures are established.
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3. Areas stripped of vegetation during construction should be mulched and
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hydroseeded, replanted as soon as possible, or otherwise protected. During
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winter construction, bydroseeded areas should be covered with clear plastic to
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facilitate grass growth.
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4. If excavated soils are to be stockpiled on the site for reuse, measures should be
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taken to reduce the potential for erosion from the stockpile. These could
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include, but are not limited to, covering the pile with plastic sheeting, the use of
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low stockpiles in flat areas, and the use of straw balesisilt fences around pile
perimeters.
Page 2 of6
01/04/2006 12:03 4258275424 AES1 PAGE 04/10
5, To the extent necessary, interceptor swales with rock check darns should be
constructed to divert storm Water from Construction areas and to route collected
storm water to an appropriate discharge location.
'6. A rock construction entrance should be provided to reduce the amount of
sediment transported off -site on track dres.
7. All storm water from impermeable surfaces, including the driveways and the
roofs, should be tightlined into approved facilities and not be directed onto or
above steeply sloping areas.
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Temporary Cut Slopes
In our opinion, stable construction slopes should be the responsibility of the contractor
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and should be deterntined during construction based on actual soil and groundwater
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conditions encountered, For estimating purposes, however, we anticipate that
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temporary, unsupported cut slopes in the advance outwash sand and underlying prL-
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Frazier silt can be planned at 1.5HAV (HorizontalNertical) or flatter. Permanent cut
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or structural fill slopes should not be steeper than 2H: IV except behind engineered
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retaining walls where they should not exceed 3H: IV.
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These slope angles are for areas where ground water seepage is not encountered, and
Assume that surface water is not allowed to flow across the slope faces. If ground or
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surface water is present when the excavation slopes are exposed, flatter slope angles
will be required. As is typical with earthwork operations, some sloughing and raveling
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may occur and cut slopes may have to be adjusted in the field. In addition,
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WISHA/OSRA regulations should be followed at all times.
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Engineering Design Criteria
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Based on our calculations, the east basement retaining walls for both structures must be
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completely founded within the very stiff to hard, gray sandy silt in order to reduce the
risk of slope failure along the sand/silt depositional plane that is characteristic of the
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failure mechanism within the Meadowdale Landslide Complex. Interior spread footing
foundations and the west and portions of the north and south walls of the home can be
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founded in medium dense to dense brown or gray sand (south lot) or medium stiff to
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hard gray gilt (north lot). For residential structures founded on the prescribed beating,
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stratum, spread footings may be designed for an allowable foundation soil bearing
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pressure of 1,500 pounds per square foot (psf) including both dead and live loads.
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This bearing pressure is also appropriate for approved granular on -site: or imported
structural fill, compacted under our observation and testing to 95 percent of ASTM
D: 1557 and to a firm, non -yielding condition. The on site sand is appropriate for
Page 3 of 6
01/04/2006 12:03 425B275424 AESI PAGE 05/10
structural fill use. However, the Silt is not considered appropriate for use as structural
fill due to its extreme moisture sensitivity. Soils in which the amount of fine-grained
material (smaller than the No. 200 sieve) is greater than approximately 5 percent
(measured on the minus No. 4 sieve size) should be considered moisture -sensitive. Use
of moisture -sensitive soil in structural fills should be limited to favorable dry weather
and dry subgrade conditions.
If fill containing moderate quantities of silt is placed during wet weather or if proper
compaction cannot be obtained, a select material consisting of a clean, free -draining
gravel and/or sand should be used. Free -draining fill consists of non -organic soil with
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the amount of fine-grained material limited to 5 percent by weight when measured on
the minus No. 4 sieve fraction and at least 25 percent retained on the No. 4 sieve.
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These recommendations are predicated on a member of our firm observing footing
foundation excavations to determine if the proper bearing capacity has been reached,
Anticipated settlement of footings founded as recommended should be on the order of U
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inch or less, with differential settlement of 1h inch or less. However, disturbed material
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not removed from footing trenches prior to footing placement coul d result in increased
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settlements.
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Structural design of buildings should follow 2003 International Building Code (IBC)
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standards using Site Class "D" as defined in Tab le 1.615. 1. 1. The 2003 IBC seismic
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design parameters for short period (SS) and I -second period (SI) spew A acceleration
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values were determined by the latitude and longitude of the project site usi g the
States Geological survey (USGS) National Seismic Hazard Mapping Project website
data, the
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(http://earthquake.usgs.gov/hazmaOs/l. Based on the more current 2002
USGS website interpolated ground motions at the project site to be 1.22g and 0.43g for
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building periods of 0.2 and 1.0 seconds, respectively, with a 2 percent chance of
a 5
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exceedance in 50 years.
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Up slope from the east basement retaining walls, short rockery structures arc currently
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planned. We recommend that these structures be replaced with engineered retaining
walls. The walls should be founded at least 8 feet in horizontal distance from the east
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basement retaining wall on medhan stiff/dense to hard/dense native silt or sand
sedimimits or on structural fill compacted to 95 percent of ASTM D:1557. The slopes
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above the walls should not exceed 3H: IV (borizontat:verticat).
Horizontally backfilled basement walls which are free to yield laterally at least 0, 1
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percent of their height, may be designed using an equivalent fluid equal to 40 pounds
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p�r cubic foot (Pcf). Fully restrained, horizontally backfilled rigid walls that cannot
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yield should be designed for an equivalent fluid of 55 pcf. Free-standing retaining
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walls to be constructed upslope from the basement walls with sloping backfill up to a
rqaximean gradient of 311: IV should be designed using an equivalent fluid of 60 pcf for
yielding conditions, if parking areas are- adjacent to walls, a surcharge equivalent to 2
feet of soil should be added to the wall height in determining lateral design forces.
Page 4 of6
01/04/2006 12:03 4259275424 AESI HAW- ObIld
As required by the 2W3 ERC, retaining wall design should include a seismic surcharge
pressure in addition to the equivalent fluid pressures presented above. Considering the
site soils and the recommended wall backilll materials, we recommend a seismic
surcharge pressure of 4H and 8H psf where H is the wall height in feet, for the active
and at -rest loading conditions, respectfully. The seismic surcharge should be modeled
as a rectangular distribution with the resultant applied at the midpoint of the wall,
The lateral pressures presented above are based on the conditions of a uniform backfdl
consisting of excavated on -site granular (sandy) soils, or imported granular structural
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fill compacted to 90 percent of ASTM:D 1557. A higher degree of compaction is not
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recommended as this will increase the pressure acting on the walls. A lower
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compaction way result in settlement of the slab -on -grade or other structures supported
above the wails. Thus, the compaction level is critical and must be tested by our furn
during placement. Surcharges from adjacent footings or heavy construction equipment
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must be added to the above values.
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Lateral loads can be resisted by friction between the foundation and the native mediurn
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stiff/dense to hard/dense soils or supporting structural fill soils, or by passive earth
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pressure acting on the buried portions of the foundations. The found ations must be
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backfdled with granular structural fill, compacted to at least 95 percent of the maximum
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dry density, to achieve the passive resistance provided below. We recommend the
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following allowable design parameters:
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* Passive equivalent fluid = 250 Per
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Drainage
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Perimeter footing drains should be provided for all retaining walls and footings. It is
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imperative that proper drainage be provided so that hydrostatic pressures do not
develop against the walls. This would involve installation of a minimum 1-foot-wide
blanket drain to within I foot of finish grade for the full wan height using imported
washed gravel against the walls. The retaiining wall detail drawing shown on the,
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building plans we reviewed included this drain. All footing drains should be tightlined
separately fTom roof drains to an approved discharge location.
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Page 5 of6
01/0412006 12!03 4258275424 AES1 PAGE 07/10
Closure
s� If you have any questions or require
We trust this information meets your current need
additional iftformation, Plea- contact us.
Sincerely, z
ASSOCIATED EARTH SCIENCES, INC-
Kirkland, Washington
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-§usan G, BerRham
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Susan G. Beckham, P.E., P.G.
Senior project Engineer m m
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Attachments: Figure I — Site and Exploration Mau K (j)
Exploration Pit Logs M 0
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Cc- Mr, Vince Saga, Sasa Corporation
FAX: 425-277-7559
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01/04/28B6 12:03
4258275424
AESI
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FIGURE I
SITE AND EXPLORATION PLAN
1/06
EDMONDS SHORT FLAT
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01/84/2006 12:03 4258275424 AESI FAUh- IU/IU
LOG OF EXPLORATION Pit NO. EP-2 North Home
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This log is part of the reporiNtepared by Assocciated rapt, Sdences, fnc. (AESI) for the parnewd groject and should be
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mad to tz5onlytothelo onofthistfenchatEhe
,gotHerwith that repo for oorr!flete interpretailon. This surmpary2p time. The data am
Ume of "Mattom Subsurfaw cond Ions may change at this location passage of presented
a simpification of 1i;;al conditions encoundered.
DESCRIPTION
Topsoil
Weathered Advance OutWashtC011uvium
Medium dense to stiff, very moist, brown, silly SAND to sandy SILT with gravel,
2
3
4
Advance Outwash
Medium dense, very moist, gray, fine to medium SAND with silt.
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Medium dense to dense, very moist, rust, fine to medium SAND with silt.
6
7
8
10
Hard, gray, sandy SILT.
12 -
Bottom of exploration pit at depth 12 feet
13 -
Slight seepage at 4. NOWAng.
14 -
15 -
16 -
17
19
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Edmonds Short Plat
Edmonds, WA
9 Associated Earth Sciences, Inc. Project No. KE05957A
Logged by: SG8
113106
Appro�md by. Z-51
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page 4 of 10
Title 19 BUILDING CODES
it is specifleally approved for exemption by ordinance by the Edmond$ city co'"Icit
(Ord, 3502 § 1, 2004; Ord. 1215 § 1, 1998; Ord. 3035 § 7, 1995; Ord� 2938 §§ 1, 2,1993;
Ord. 2666 § 1, 1988. Formerly 19-0"051-
19.10.010 ApplicatiOn of chapter.
Notwitbstanding any . contrary provision of these sections or the Uniform Building Code,
any of which he$ wifl*k all earth
all applications for Permits received for any site, portion
subsidence and landslide hazard area, shall be govemed by the provisions of this chapter. In
restrictions and provisions of this
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addition to all other requirements of these sections, the
to bui Iding, grading, fill and excavation permits (herein "permits").
chapter shall apply all not they lie within
A. All applications for pennits shall disclose on, their face whether or . .. .......
ckl-kn,q�,Y reR linfinary
islide hK Tnre
sub-s. idence and land arGa-1 e1" ,
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�p.car.tb . 1. .1- -1 1 1 1 acenrt�'�-G6we�n"Viizard
�Pi 1"6' , .. ". I- - .
p �tive m ' . 9 top apb
inveitigation by any ap fl!�. __ae ;.,. ,bgr ,or
.... .. il , curative are' area with ep I es or unusual
ateii� 'tft R Y s re
or to assi th Udmig ofrac it in
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whittk has, atistury.�Of. 9
whether 6 their application to single-family
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B. Certain provisions of this chapter shall be limited
built singly Or through a plaimed residential development
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residential structures whether
(FRD). The purpose Of that limitation is not to discriminate against multifamily structures
bt to adequate notice of any risk
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and other. forms of commercial development It provide
structure to the owners thereof as well as their lessees and business
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associate 4 with the
invitecs. Since lessees arid bus iness invitees will ordinarily not in the normal course of
County prior to leasing a
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events, resort to review of the land record s of Snohomish
residence or prior to making a decision whether to shop or otherwise patr011ize 2
notice of the
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commercial, establishment, the property Ownc ,T'S ability to provide adequate
of a structure these regulations is impaired. Therefore,
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risk associated with occupancy
these or . dinances shall not be applicable to buildings other than single-
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certain provisions of
family residences.
C, Nothing in this chapter should or sh all be interpreted to guarantee issuance of a permit
the UWform Building Code as
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erty unless the requirements of
with respect to any prop met. [Ord. 3502 § 1, 2004; Ord. 3215 §
by this chapter have been
amended and interpreted
1, 1998. Formerly 19-05-0101.
19.10.020 Definitions.
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in fi W n
ns, when used within this chapter, shall. have the follow g de n o s
The following terr ture by the state Of
architec
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A. "Architcce' shall mean a person licensed to practice
Washington.
B. . "Building official" shall mean the building official ofthe city ofEdmonds. authorized
as well as any
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C. "Director" shall mean the director of community services
or consultant hired by the director.
representative of thc director
"E" .1 . , --a lanididld[6 Ward area" shall mean shy area of the city Which, bYi
"7kdbaidericc an pr
.
reason . I. Of lexcessively' steep slopes, ansafi�Wtbiy- oun ation f 1— 01
in excess,O norm
-has k of. earth 'subsidence m-rd latidifid6'hiiia4 . f
topography a. Ins . . . .-� I � . Xssociates, as amended by the 1985 report 0
allowaar;es.,4The 197 . 9 report of Roger Lowe part of said reports, ate
the landslide hazard maps established as a
Geoengine6is, Inc., and
111/2006
01/04/2006 11:59 4258275424 AE51 PAGE UJ/U3
'Title' 19 13LTIL]51NG CODES Page 5 of 10
incorporated by this reference and made a part of this chapter as fully as if herein Set
forth. Areas-,-deff99i;d ;n'"said maps as- having 9: risk .,Of earth subsidence or landslide.
i witit slopes * greater than IS pe . rce . it; areas. �which. exi.libit-geologid
hazan
qry
so movement, or wry other areaideritified. as hVing a 109t 0 ea ' Ara
ffibV�ffi&t shall be prtipined to 1106 dt�h ri - A and - sball.'�e porisi red to be e��'
ar . e . fThis sumOtion shall be rebuttable and the
iMw% pre ,
decision of the director or building official that any area lies within such earth subsidence
and landslide hazard area shall be appealable as a staff decision in accordance with
provisions of ECDC Zo _10L01_Q (A)(4). Copies of the reports and maps shall be maintained
in the offices of the city clerk, the planning department, and with the building official and
shall be available for inspection during all norr I rial working hours. Individual copies of the
reports and map may be obtained by the public upon the payment of the cost of
reproduction. Nothing herein shall relieve an owner of the obligation to take all reasonable
and practical measures available to reduce or eliminate the risk or hazard.
E. "Gcologisf' means a person who has earned a degree in, geology from an accredited
college or university and has at least five years of experience as a practicing geologist Or
four years of experience and at least two years of post -graduate study, research or teaching.
The practical. experience shall include at least three years work in applied geology and
landslide evaluation, in close association. with qualified practicing geologists and
geo echnicallcivil engineem
Ft. "Geotechnical engineer" means a practicing, geotechnical/civi.1 engineer licensed as a
professional civil engineer in the state of Washington who has at least four Years Of
including
professional employment as a geotecbnical engines, in responsible charge,
experience with landslide evaluation.
G. "Land surveyor" means a person who holds a Washington State land surveyor's
license.
H. -site, means the entire areas within the boundaries, as described in a legal description,
of tbeproperty that is to be developed.
L,,§uuctural engineer"Tricans a person licensed to practice structural engineering by the
state Of Washington.
3 . Stable" shall mean that the risk of damage to the proposed development, or to
adjacent properties, from soil instability shall be minimal subject to the conditions set forth
_ gio; and the proposed
in the reports developed under the requirements of ECDC U-10 _
development will not increase the potential for soil movement. In the event that any site has
an underlying risk of movement based upon deep-seated earth movement or large scale
earth failure which is not susceptible of correction by on -site imlprOvements� such hazard
shall not Tender a site proposed. for single-family residences to be presumed unstableflor the
purpose of this provision if the risk of probability of earth movement is measured at 30
percent or less within a 25-year period and this hazard, along with all measures taken to
correct or reduce it are fully disclosed in the covenaut required to be executed in accordance
with provisions of this chapter, in which case the defined risk may be approved as an
acceptable condition. [Ord, 3502 § 1, 2004; Ord. 3215 § 1, 1998. Formerly 19-05-0201.
19.10.030 Required application submissions.
The owner shall Provide a vicinity map suitable for locating the site, topographic map.
geotcchnical.report, declarations, detailed plans and specifications, including review by the
1/3/2006
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NO EX�,'Sk:- ]'A)(
REQUIRED
Nov 0 q 2005
AFTER RECORDING MAIL TO: 11011 DMITINI, SnQhOr�lsh couilly TIMM,
S AND K JOINT VrNTURES LI.C.
902.6" Ave S.
rdnionds. Wa.98020
200511090353 3 PGS
11-09-2005 10:40am $34.00
SEWER EASEMENT SNOHOMISH COUNTY. WASHINGTON
KNOW ALL MEN BY THESE PRESENTS, that for and in consideration of One Dollar ($ 1.00) and other
valuable consideration in hand paid, RICHARD & GVARA KIRSCHNER, husband and wife ("Grantors"
herein), its successors and assigns hereby conveys and wan -ants to S AND K JOINT VENTURES LLC, a
Washington Limited Liability Company C'Grantee" herein), its successors and assigns a Non-exclusive Easement
for the purposes of installing, constructing, operating, maintaining, removing, repairing, replacing and using a
SEWER SYSTEM over, under, upon and across the following described real property in the County of
Snohomish, State of Washington.
SANITARY SEWER EASEMENT AFFECTING A PORTION OF CITY OF EDMONDS SHORT PLAT NO. S-04-58, AS
RECORDED UNDER AUDITOR'S FILL NUMBER 200501105139, RECORDS OF SNOHOMISH COUNTY,
wAsHINGTON
SAID EASEMENT MORE PARTICULARLY DESCRIBED AS FOLLOWS:
A 5,00 FOOT EASEMENT FOR SANITARY SEWER HAVING 2.50 FEET OF SUCH WIDTH EACH SIDE OF THE
FOLLOWING DESCRIBED CENTERLINE:
col,,%�ENCING AT THE SOUTHWEST CORNER OF SAID LOT I
THENCE NORTH 00'20'00" EAST ALONG THE WEST LINE THEREOF A DISTANCE OF 62.02 FEET TO TFIE- 'TRUE
POINT OF BEGINNING OF THE HEREIN DESCRIBED CENTERLINE;
THENCE SOUTH 87- 25'45" EAST, A DISTANCE OF 5.91 FFFF�
THENCE SOUTH 44" 52' 50" EAST, A RISTANCE OF 39.25 FEET;
THENCE SOUTH 49' 00' 52" EAST, A DISTANCE OF 43.09 FEET,
ITIENCE SOUTH 80'49'01" EAST, A DISTANCE OF 37.56 FEET TOTHE EAST LINE OF SAID LOT I AND THE
TERMINUS OF THE HERE IN DESCRIBED CENTERLINE.
ALL SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON
ASSESSOR'S TAX PARCEL #
This casement shall at all times be deemed to be and shall be a continuing covenant running with the land and
shall be binding upon and in favor of the successors and assigns of the respective parties hereto
DATED this 77� day of_ Q� �70�, 2005
GRANTOR BYAV�����
RECEIVED
NOV 23 ZU0
DEVELOPMENT SERVICES CTR,
CITY OF EDMONDS
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I certify that I know or have satisfactory evidence that P, (-4� 1-UN 14 1 le SC 14- is
the person who appeared before me, and said person acknowledged that (he/she/they)
signed this instrument, to be the free and voluntary act of such party for the use and
purposed mentioned in the instrument.
Subscribed and sworn to before me this 1-11-0- day of 6 r- 7
2005.
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2005.
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Associated Earth Sciences, Inc.
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February 8, 2006
KE05957A
City of Edmonds
Development Services, Building, Engineering, Planning
121 5t" Avenue North, Second Floor OPY
Edmonds, Washington 98020
Subject: Addendum to Geotechnical Report
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Critical Area Evaluation
17035 70 Avenue West
Edmonds, Washington
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Attention: Meg Gruwell
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As re quested in your facsimile transmission to Ron Den Adel of Soundview
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Homebuilders dated February 7, 2006, Associated Earth Oiencesyd=W is pleased
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report for the subject site. This letter addresses specific elements of Edmonds
Community Development Code (ECDC) Section 23.80.070 A, as identified in your
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Section 23.80.70.A2. Alterations to erosion or landslide hazard areas
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In our opinion, the proposed project will not increase surface water discharge or
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sedimentation to adjacent properties beyond the predevelopment condition nor will the
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Section 23.80.70.A3. Design Standards within erosion or landslide hazard.areas
In our opinion, the proposed developed is designed so that its impact to the critical area is
minimal. The proposed structure is located on the flattest portion of the lot, minimizes
alterations of the natural contour, does not result in greater risk over the pre -developed
condition and does not required increased buffers on neighboring properties. The
proposed development will utilize a retaining wall at the back of the yard to maintain the
existing, natural slope and has been designed to minimize impervious lot coverage.
Based on computer aided slope stability modeling of the developed condition, the
proposed project will not decrease the factor of safety for the slope below 1.2 for the
dynamic condition and 1.5 for the static condition.
Section 23.80.70.A4. Vegetation Retentio
The natural slope behind the proposed home had been cleared of native vegetation
(regrown with black berries) prior to the proposed development. As part of the
development plan , the natural slope angle above the back retaining wall will be
Kh4dmd Offim- 911 fifthAvenue, SWte too - KAd=d,WA 98033 I'l (425)827-7701 - F1 (425) 827-5424
Ewwtt Offi�-29111/2 Hitt&tnuc,S,�it�2- E—ttWA 98201 P 1 (425) 259-0522- F 1 (425) 252-3408
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maintained and the slope replanted with appropriate landscaping vegetation that will
provide permanent erosion control.
The above opinions are contingent upon the contractor/builder using sound construction
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practices, following City of Edmonds regulations and implementing the geotechnical
recommendations presented in our letter report dated January 3, 2006.
We appreciate the opportunity to be of service on this project. Should you have any
questions regarding this letter or other geotechnical aspects of the project, please call us
at your earliest convenience.
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Kirkland, Washington
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Edmonds, Washington 98020
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Associated Earth Sciences, Inc.
MAIR G - '2006
March 3, 2006
Project No. KE05957A
City of Edmonds
121 Vh Avenue North
Edmonds, Washington 98020
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Attention: Mr. Jaime Hawkins
Subject: Response to Plan Review Corrections
17035 76' Avenue West
Edmonds, Washington
Dear Mr. Hawkins:
Associated Earth Sciences Inc. (AESI) is pleased to provide this letter responding to the plan
review comments presented in your memorandum dated March 1, 2006 The comments are in
regard to the design and construction of a modular block wall at the back of the new house to
be constructed at the above -referenced address, Our responses are listed in the order presented
in your memorandum.
1. Correct for steeper back slope angle unless the geotechnical engineer does not consider
this consequential.
The backslope angle included in the design detail and in our stability calculations is
ope that exists behind the planned wall. In our opinion, the
representative of the natural sl
design submitted sufficiently considers the backslope as it will exist behind the wall.
2. Correct for H =exposed ivall height plus embedment depth.
The total height of the wall as depicted in the detail is correct as is the top and bottom of wall
the civil engineer or the
elevations given on the plans. The grading plan will be revised by
owner to show that the ground surface elevation at the bottom of the wall is as reflected on the
wall detail (i.e., 11/2 blocks above the base of the bottom block).
KirWand()ffim-911 RfdiAwnuc,Stdte 100-Kidlind,WA 98033-P (425)827-7701-F 1 (425)827-5424
Ewma Offia- 2911 1/2 Flmitt A—im, Suiw 2 - Eett, WA 98201 - P (425) 259-0522 - F 1 (425) 252-3408
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3. Correct seismicfactorfor the ivall to reflect lower "R" value in the building code.
As we understand it, the "R" values given in Table 9.14.5. 1.1 of ASCE 7-02 are for use in
calculating a seismic response coefficient, C�, for use in calculating base shear, V. Generally
accepted engineering design of segmental retaining walls (SRW) uses A— or the peak ground
acceleration for use in determining lateral seismic forces on the structure per established
AASHTO and FHWA design methodologies. Our calculation of A,,,.,, or the peak ground
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acceleration (PGA) was determined per Section 1802.2.7 of the 2003 IBC, which states
Exception: a site -specific study need not be performed provided that peak ground
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acceleration equal to SDsl2.5 is used, where SDs is determined in accordance with Section
1615.2. 1. " We have provided the calculation of the PGA per these sections of the 2003 IBC
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meet the requirements of the 2003 IBC. To the best of our knowledge, this is considered
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generally ac cepted engineering practice among geotechnical engineers.
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4. Amend the design so sliding and overturning safety factors are not less than required by
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2003 IBC.
Section 1806.1 of the 2003 IBC does not specifically address whether the factors of safety
should be applied to both static and seismic forces, which leaves this section open to
interpretation. It is generally accepted engineering practice to design retaining walls for
minimum factors of safety of 1.5 for static overturning and lateral sliding with an allowable
reduction of 75 % of the static factors of safety, which equals approximately 1 - I - We have
attached a table listing recommended factors of safety from the publication Segmental
Retaining Walls - Seismic Design Manual by the National Concrete Masonry Association
(NCMA). The NCMA design methodology is considered generally accepted engineering
practice for design of SRW for residential, commercial, and other non -highway applications.
We have met Section 1806.1 of the 2003 IBC by designing the retaining wall to resist
overturning and sliding with static factors of safety of 3.24 and 3.01, respectively, which are at
least twice the minimum recommended value of 1.5. Furthermore, we believe we have met
the intent of the building code by designing the retaining wall to resist additional seismic loads
with factors of safety of 1. 12 and 1.41, which meets minimum factors of safety established by
the current state of practice for SRW design.
5, Add wall drain to site plan per wall details if the designer intends a wall drain be
incorporated.
The drain line in question will be added by the civil engineer or owner to the plan sheets for
the project.
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We appreciate the opportunity to be of service to you on this project. Should you have any
questions regarding this letter, please call us at your earliest convenience.
Sincerely,
ASSOCIATED EARTH SCIENCS, INC.
Kirkland, Washington
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'FIRSTEDITION
Authored by
J� R. J. Bathurst, Ph.D., P.Eng
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NATIONAL
CONCRETE MASONRY
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2302 Horse Pen Road
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Herndon, Virgin a 20171
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(703) 713-1900
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" ti National Concrete Masonry Association 01998
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Conventional Segmental Retaining Walls
5 Conventional Segmental Retaining Walls
External stability modes of failure for conventional (gravity) SRW structures are "'us-
of failure are illustrated in Figure 5.2. The cal-
trated in Figure 5.1. Internal niodes
culations for factors of safety against facing column instability are similar to external
the facing column and base slid-
stability calculations for overturning about the toe of
forces are calculated using the peak friction angle of the retained (backfill)
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ing. Earth 6 > (o (typically 8 = 2(�b/3).
soil 4) = (�b and concrete-backfill interface friction angle
seismic coefficient kh used in conventional segmental retain-
The value of horizontal
ing wall analyses is calculated using Equation 4.1.
Minimum recommended factors of safety for static and seismic des ign of convention-
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al SRW structur es are given in Table 5.1.
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Table 5.1
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Design of Conventional SRW Structures
Static Seismic
Failure Mode
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Commentary: Potential settlement of SRW structures due to compression, liquefaction
foundation soils is not considered here. Separate calculations for
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instability involving volumes of soil beyond and
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INE
10800 NE 8- Street
T 425.455,9494
EarthTech
P, Floor
F 425.453.9470
Bellevue, WA 98004 �.eorlhlech.corrt
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March 9, 2006
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City of Edmonds
Development Services Department
121 Fifth Avenue North
Edmonds, WA.98020
Subject: Task Order No. 06-02 Structural Design Review
Ron Den Adel - 17039 76"' Ave W. - Retaining Wall - Resubmittal
Attn: Jaime Hawkins
This will return design review comments on the applicant's March 3, 2006 resubmittal as
requested by the above task order.
We have the following comments:
I Backslope Assumptions. The geotechnical engineer has reviewed the backslope angle,
and expressed the opinion that the soil loads are adequate for the slopes at the site,
although there is some difference between the actual maximum slope and the slope
shown in his wall calculations. We accept the geotechnical engineer's determination.
2. Sliding and Overturniny Safety Factors. AESI is asking that you accept design in
accordance with the National Concrete Masonry Association's publication Segmental
Retaining Walls Seismic Design Manual where that document deviates from the 2003
113C. The NCMA document permits lower safety factors for overturning and sliding of
segmental retaining wall structures than the 2003 113C, section 1806.1, which makes no
distinction between seismic and static forces when specifying the minimum safety factor.
AESI has construed the IBC's failure to make this distinction as leaving the provision
open to interpretation for the case of seismic loads. Since issues like sliding and
overturning are caused by seismic loads, we don't entirely agree with this interpretation
of code intent, however we do acknowledge that it is generally accepted geotechnical
engineering practice to reduce the stability safety factors for seismic loads.
We agree with AESI that the NCMA methodology is a generally accepted design guide
for these types of walls, however this particular NCMA document is not one of those
listed as a referenced standard in Chapter 35 of the 2003 IBC, nor in the referenced
design standards of ASCE 7-02 Section 9.14.2 (incorporated in the IBC by reference.)
Even if it were, the requirements of the IBC would govern where they are different, in
accordance with code provision 102.4.
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February 16, 2006
Page 2
The question as to whether the building official has the leeway to accept NCMA
methodology for the seismic design of segmental retaining walls is more a legal than an
engineering question, the answer to which you should probably get from counsel. From a
purely engineering point of view, however, in our opinion it is not unreasonable to use
the NCMA method for segmental retaining wall design.
3. Ground Motion Asaglph!iqna�AESI has provided discussion on the rationale behind the
seismic factor used for the wall design, based on the exception cited in section 1802.2.7
of the 2003 IBC. AES I's clafification of ground motion is acceptable. The accelerations
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used for design appears to exceed Fa x PGA for the case of 10% probability of
exceedance in 50 years, which corresponds to an importance factor I = 1.0 and would
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conform to the acceleration coefficient assumptions used in the NCMA design method.
4. Gradinp Chanaes. Foreslope grading has been revised slightly to provide more backfill in
front of the wall. This is fine from the wall's point of view, but it appears that the grading
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now. violates the code provision in IBC 2003 section 1803.3, which requires that the
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ground slope away from the building at 10% for at least 10 feet.
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R 0, PROPOSED BUILDING RO� Abill'..."i-691 S.F.
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March 12, 2007 CITY COPY
Project No. KE050728A
Soundview Homebuilders, Inc. AEVISION
9029 6" Avenue South
Edmonds, Washington 98020 MAR I � 29F
WILDING DEPARTMENT
Ty r�)F EDMONDS
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Attention: Mr. Ron Den Adel
Subject: Geotechnical Final Letter and Rockery Design Considerations
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Permit No. 2006-0195
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17035 76' Avenue West
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Edmonds, Washington
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Mr. Den Adel:
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As requested, Associated Earth Sciences, Inc, (AESI) has prepared this letter in response to a
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notice provided to you by the City of Edmonds regarding the above -referenced site. This letter
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is based on our previous geotechnical reports and memorandums prepared for the project, and
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our observation of earthwork activities at the site. The notice provided by the City, dated
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March 7, 2007, included two items of geotechnical significance, as described below.
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2. Provide a final letter ftom the geotech of record stating all requirements were met. Letter
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should be wet -stamped and signed by geotech of record.
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Based on observation of the earthwork activities related to construction of foundations,
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drainage, and rockeries, in our opinion, the project has been completed in general accordance
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with the project plans, our geotechnical reports and memorandums, and our field
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recommendations. Upon observation of site -specific soil conditions, and at the request of the
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owner, AESI reviewed and agreed with substitution of rockeries in place of mechanically
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stabilized earth (MSE) block walls at the back of the house. To our knowledge, this was the
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only substantial deviation from the site grading plan.
4. Provide structural calculations for rockery from geotech of record.
The rockery constructed on the north side of Lot 2 was constructed per the attached detail. As
per out geotechnical engineering report for the site, dated February 3, 2006, the following
information is pertinent to the requirements of the City of Edmonds, Section 6 of Handout #63:
I(idd=dOffim-911 MhAvenut,, Suite I00-Mr4d..d,WA 98033- 111 (425)827�7701 -F (425)827-542'1
Fwmtt Office - 2911 1/2 Hmvitt Avenue, Suite 2 - Everett, WA 98201 - P 1 (425) 259-0522 - F (425) 252-.3408
Soil Classification: Pre -Fraser Glacially Consolidated
USC: SM-ML
Allowable Bearing Pressure: 1,500 pounds per square foot (psf)
Active Earth Pressure: 40 pounds per cubic foot (pcf) unrestrained
55 pcf restrained
Passive Earth Pressure: 250 psf
Coefficient of Friction: 0.35
Seismic Loads (per IBC 2003): Period = 0.2 seconds: 1.22g
Period = I second: 0.43g
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Water Table Information: Minor seasonal seepage at 2 feet
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Maximum Slope Behind Rockery: 211: IV (Horizontal:Vertical)
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Rock Specifications: See attached detail
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Based on experience, we would estimate the moist unit weight of the native soils to be
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approximately 135 pounds per cubic foot (pcf). To our knowledge, there are no additional
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The rockery was placed against a stable cut slope with a maximum height of 4 feet, The
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rockery is in place to reduce the risk of erosion and provide protection to the slope cut. The
rockery is not intended to retain the slope.
We apprec iate the opportunity to be of service to you on this project. Should you have any
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questions regarding this letter or other geotechnical aspects of the project, please call us at
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your earliest convenience.
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Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
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Kirkland, Washington
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Jon N. Sondergaard, P.G., P.E.G.
Principal Engineering Geologist
Attachment: Unreinforced Rockery Detail
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Matthew A. Miller, P.E.
Associate Engineer
JNS/ld - KE05728A I - P,.j�X2005072MKE%NNP
z
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in
No roadway, parking lots
or building footings
in this area
L_1' Min. 7
2 or flatter)
Min. 16" 4in. V wide loyer of 2"-4" quarry
/spoils adjacent to rookery Z
0
5 M
Stable cut face in natural material
0 (See note 5)
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1 (or less) diameter washed gravel -40
nnin. 6" cover over pipe, 0 C
2" gravel under pipe -4 K
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Min. 4" diameter perforated >
continuous
rbed soil rigid PVC pipe. Min. 17
Firm undist slope to outlet
(See Note 2)
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NOTES: M rn
ducted sizes from 5—man to 2—mon, a
higher than 5' shall be constructed of rocks of gra 0
1, Rockeries am —man to 2—mon, from 001
from bott to top. Rookeries of 5' or lower shall be constructed of 3 C:
bottom to top. 9 co
ad rockery by engineer M 0
2. Inspection of subgrade. placement of base course and drainage, and finish F
is required. X
3. Rock shall be sound and have a minimum density of 160 pounds per cubic foot. -4
Each rock should bear 06 3:
s shall be placed perpendicular to the wall. Z
4. The long dimension of all rock
two rocks in the tier below.
.01 a
3 are erosion —control structures, not retaining walls. Natural moteri mu t b e An
5. Rockerle: ding in cut face. Maximum height of 3 feet for rockerles facing fill sOils- WAS Z
free stan
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ITI
JIn. 30284
—Lb.
Rock
—i-M.n100-300 1 12 to 18
24sn 300-800 18 to 28
3-Man �800-1500 28 to 36
4-Man exPiREs 2 1 b /05
5-Man �22004000 48 to 54
FIGURE 2
UNREINFORCED ROCKERY DETAIL
Associated Earth Sciences, Inc. DATE 5/06
76th AVENUE WEST.
Elmrim@
Z-5 EDMONDS, WASHINGTON PROJECT No. KE060728A
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DEPARTMENT OF BUILDINGS
PER INTERNAT169AL RESIDENTIAL CODE SECTION R110
AT: 17036 76"' Ave W -;Building permit #: 2006-0195
occupancy established by this certificate: R3 Dwelling Units�'
VB
No. Stories: 3 Basement: NIA Type of Construction:_
j,
Owner of building: Join an u1i V:
. -.-I , : � 1�ji,;;,:Ipproved complying With the requirements-R the
at 17035 - 76
d division of occupancy a
The Sin IeFamll Ftasidem nd the use for which
d b I
2003 edition of the International Residential Code as'adj a I y #i#,d r.. pan
the proposed occupancy is classifled�
Issued this 23 Id day of March, 2007
Chief Building Official
Any change of occupancy or use requires a building permit and a now Certificate of occupancy issued by the City of Edmonds Building Official.
Permit Inspection Details
Permit: BLD20060195
PER N1 IT
1001 - E-Erosion Control/Mobilization
Comphite?
'Y
02/1212007 Sibmi 0
Y
Total Time:
0
1013 - E-Storm Tightline
Comolete?,
y -
0211212OD7 Sibrel 0
y
Total Time:
0
1015 - E-Storm Detention System
Ccnrmaleta?'�.
Y
02/1212007 Sibrel 0
Y
z
Total Time:
0
or less
1033-E-WaterService..to,M6ter,2��','
prople te,
0211212007 Sibrel 0
Y
m
Total Time:
0
11077 - E-Engineering Final :i
comp ate?
02/12/20W Sibref 30 OK to Final see 2007 Inspection log for specifics on Inspections,
m
Total Time:
30
C
m 0
1106 7 B-Setbacks
Complete?,
0
04/1012006 MS 20 SETBACKS APPROVED PER STRUNG PROPERTY LINES
y
--I
Total Time:
20
= m
m z
1108 - B�Footings:
Co Plate
in ,
a
0411012006 MS 20 FOOTINGS APPROVED
y
C
>
Total Time:
20
r- --I
11%-B�FounclationWall,�.
Co miglailetT,:;�'
"i,:
C9
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04118/2006 MS 20 FOUNDATION APPROVED
Y
0
Total Time:
20
--1
3:9
Ill - B-Slab Insulation
M Ing
N/03/2006 MS 26'BLX13 INSULATION APPROVED
Y
0 Co
0
Total Time;
20
0 m
1120 - B-Plumb GrouridWork
Comp late � .
Y
C U)
k ri)
05/0312006 MS 20 UNDERGROUND PLUMBING APPROVED
In 0
r-
Total Time:
20
1116 - B-Plumb Rough In
�co to?, :
pooe 11
� ;
;13
08116/2006 MS 20 C6R'RECTI0Nl,tOTICE WRITTEN
N
3:
08121/2006 MS 20 PLUMBING APPROVED
y
>
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Total Time:
40
1128-13-GasTestipipe
C onrlplete?,�'
0)
0712712006 MS 20 GAS TEST AND GAS PIPING APPROVED
Y
z
Total Time:
20
0
1132 - 13-Exterior Sheathing
Complete?
Y�,
08/1612006 MS 20 APPROVED
y
Total Time:
20
1136 - B-Shear Nailing
compleii
0812112006 MS 20 SHEAR APPR OVED
Y
Total Time:
20
1140 - B-HeIght Verification
Complete.?,
y-
08/16W06 MS 25 HEiG I-ITAPPROVED
Y
Total Time:
25
1142 - B-Framing
Com late?
P
Y,
6122/2009 4:42:56 PM
Page 1 of 2
08/1612006 MS
25 CORRECTION NOTICE WRITTEN
N
0812112006 MS
20 FRAMING APPROVED
y
Total Time:
45
/Ca" Ik
"",EI-Wallinsul I n, u
C 0M
0812112006 MS
20 APPROVED
y
Total Time:
20
tl
1146 B-Fl6vorinsula On/CaUlk
C
6k112006 MS
20 APPROVED
y
Total Time:
20
lat 0 n 1b A
'y
08/2.1�2006 MS
20 APPROVED
Total Time:
20
08 1 �29 . /2006 JR
0 SIR AP , PROVED
y
Total Time:
0
1A IldintfFillaij
03120/2007 Snook
20 APPROVED
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Total Time:
20
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fl�
M
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Total inspections: 23
Total Time:
380
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6/22/2009 4:42:56 PM
Page 2 of 2
RECORD OF INSPECTIONS
INSPECTOR DATE APPROVED
SETBACKS .....................
� (_
FOUNDATION:
Footing.................
wait _ ................
k Pier/Porch .................
t
Retaining Wall ...........
Slab Insulation
PLUMBING:
Underground S-3
Rough -In ...................
Commercial Final
HEATING:
YVI DI
Gas Test .................... —1
-d
Gas Piping ...........
Equipment ..............
Commercial Final
E)ITERIOR SHEATHING
NAILING .......................... 60-
FRAMING ...............
FIRST FLOOR FRAMING
INSULATION ............... VVA 4
Floor Insulation
Wall Insulation ...........
Calling Insulation
SHEETROCK NAILING
SPECIAL INSPECTION
MISCELLANEOUS ..........
FINAL APPROVAL FOR
OCCUPANCY .................. A(N)i
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AMMPdd$ J PWpta 45600.0—
Daftlau
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ROW#___A/fA_
Awountralds-Rewpt'l-
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