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CRITICAL AREAS: labZ61 DETERMINATION: 0 Conditional Waiver kS"tudy Required E] Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED: U J1 7,11 —
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
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SIDE SEWER AS BUILT DATED: uq�,
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PLANNING DATA ==FILE
SINGLE FAMILY RESIDENTIAL
Name: c-SM4.-Id 4-
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Date: -�O
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Site Address: U2 -76[_V.1 4V
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Plan Check #: 7-
Project Description: AAK -+o t,-s,/j s+kio
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Zoning: P=<� W-
Map Page: oo-7
I Corner Lot: (YES le 00)
1 Flag Lot: (YES
Critical Areas Determination #: ;ZOOS-00 I
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SEPA Determination:
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Datum El vation:
Maximum Height Allowed: 41,
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Lot Area : 16MO
Maximum Lot Coverage: 35% Proposed: 17.
Lot Coverage Calculations: jai oq ;5 -�-
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Subdivision: 2-C>O (P --3�0 10-F I
Legal Nonconforming Land Use Determination Issued: (YES NO)
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RECOVED
jUL 2 -5 2007
BUILDIN13 DEPARTMENT
CITy OF EDMONDS
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GEOTECHNICAL ENGINEERING STUDY
PROPOSED TWO SINGLE-FAMILY RESIDENCES
23609 —74 TH AVENUE WEST
EDMONDS, WASHINGTON
L&A Job No. 7AO58
Date: May 17,2007
Prepared for:
Mr. Eric Sundquist
Viking Properties, Inc.
P. 0. Box 1034
Lynnwood, Washington 98046
Prepared By:
Liu & Associates, Inc.
19213 Kenlake Place NE
Kenmore, Washington 98028
LIU & ASSOCIATES, INC.
Ge�otechnical Engineering Engineering Geology Earth Scienoe
May 17, 2007
Mr. Eric Sundquist
Viking Properties, Inc.
P. 0. Box 1034
Lynnwood, WA 98046
Dear Mr. Sundquist:
Subject: Geotechnical Engineering Study
Proposed Two Single -Family Residences
23609 —74 th Avenue West
Edmonds, Washington
L&A Job No. 7AO58
INTRODUCTION
We have completed a geotechnical engineering study for the site of the subject residential
development project, located at the above address in Edmonds, Washington. The general
location of the project site is shown on Plate I — Vicinity Map. The site is currently occupied by
an existing residence . We understand that the proposed development for the site is to plat the
site it into two lots, demolished the existing residence, and build a new single-family residence
on each of the newly platted lots. The purpose of this study is to characterize the subsurface
conditions of the site and provide geotechnical recommendations for grading, slope stability,
erosion mitigation, surface and ground water control, foundation design and construction, etc.,
for the proposed development of the site. Presented in this report are our findings and
recommendations.
PROJECT DESCRIPTION
For our use in this study, you provided us with a site plan of the proposed development for the
site. The site is a water -front property sits on the west shore of Lake Ballinger. According to this
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
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plan, a wetland covers an area about 40 to 120 foot wide within the site west of Lake Ballinger
shore and a moderately -steep, easterly -declining slope with up to 8 feet of vertical drop takes up
about the western 10 to 30 feet of the site. The site generally slopes down gently from this
western slope down to the wetland. The two new residences are to be located in the northwestern
and southwestern quadrants of the site behind a 15-foot setback line from a 35-foot wetland
buffer zone.
We understand that the new residences will be wood-fi-amed structures supported on perimeter
concrete walls and interior load -bearing walls and columns, with a daylight basement underneath.
Construction of the north residence will require about 2.5 feet of fill under the east side of its
garage and about 3 to 6 feet of cut under its living quarter. Construction of the south residence
will require about 2.5 feet of cut on the west side and 1.5 feet of fill on the east side under its
garage, and 6 feet of cut on the west side and 4 feet of fill on the east side under its living quarter.
Grading outside of the building pads of the new residences will generally follow the existing
contours with minimal cut and fill.
An underground storrnwater storage tank is to be installed in the backyard between the two
residences. This storage tank will be at about 5 to 8 feet deep. Storrnwater stored in this tank is
to be overflowed and drained into a dispersion trench at the edge of the wetland buffer zone.
SCOPE OF SERVICES
To achieve the above purposes, our scope of services for this study comprises specifically the
following:
I Review the geologic and soil conditions at the site based on a published geologic map.
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2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil
stratum or to the maximum depth (about 8 feet) capable of by the backhoe used in
excavatmg the test pits, whichever occurs first.
3. Perform necessary geotechnical and provide geotechnical recommendations for grading,
slope stabilization, erosion mitigation, surface and ground water drainage control,
foundation design and construction, etc., based on subsurface conditions encountered in
the test pits and results of our geotechnical analyses.
4. Prepare a wntten report to present our findings, conclusions, and recommendations.
SITE CONDITIONS
SURFACE CONDITIONS
The site has a frontage of about 102 lineal feet along 74 1h Avenue W to the west and is 235 feet
deep extending into Lake Ballinger to the east. It is adjoined by residential developments to the
north and south. The site is situated on the west shore.of Lake Ballinger at the base of a broad,
gentle to moderate, easterly -declining slope. An existing house with a detached garage and
storage shed currently occupy about the western area of the site. We understand that these
structures will be demolished to make way for the proposed new residences.
The slope flanking the west side of the site slopes down eastward at about 29 percent grade with
a vertical drop of up to about 8 feet. From the toe of this slope, the site generally slopes down
eastward at grades from 6 to 17 percent down to the buffer zone of the wetland occupying the
eastern portion of the site.
The western slope is dotted by mature evergreen trees. 'Me unpaved area immediately around the
existing house on the site is covered by lawn grass. Shrubs and brush covered the area from the
fringe of the backyard to the wetland.
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GEOLOGIC SETTING
The Geolop-ic MaD of the East Edmonds and Part of the West Edmonds Quadrangles
Washington, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced
for the geologic and soil conditions at the residence site. According to this publication, the
surficial soil units at and in the vicinity of the site are mapped, in sequence from top to bottom,
as Young Alluvium (Qya), Advance Outwash (Qva) and Vashon Till (Qvt).
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
1
several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to
the Puget Sound Lowland is refer -red to as the Vashon Stade of the Fraser Glaciation, which has
occurred during the later stages of the Pleistocene Epoch and retreated from the region some
14,500 years ago.
The younger alluvium soil unit� shown on the above -referenced geologic map, is composed of
sediment laid down by flooding water of the nearby streams following the retreat of the most
recent Vashon glacier from the Puget lowland. It generally consists of loose to medium -dense
silty, sand and gravel. This soil unit, however, was not encountered by the test pits excavated on
the site.
The advance outwash soil unit is composed of stratified sand and gravel with minor amounts of
silt and clay, deposited by the meltwater of advancing glacial ice. It is generally composed of
stratified, dense, sand, gravel and occasional cobble with minor amounts of silt and clay. This
soil unit, was not encountered by the test pits excavated on the site either. Instead, a Vashon till
deposit was encountered underlying the site at shallow depth by the test pits. Advance outwash
deposits, however, could exist within the site underlying the Vashon till deposits.
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The Vashon till soil unit is deposited directly by glacial ice during the most recent glacial period
as it advanced over an eroded, irregular surface of older formations and sediments. It is a very
dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often
referred to as "hard pan". The Vashon till soils over the top two to four feet are normally
weathered to a medium -dense state, and are moderately permeable and compressible. The
underlying fresh till soils are very dense and are practically impervious to stormwater infiltration.
The fresh till soils have the strength of low-grade concrete and can stand in a steep natural or cut
slope for a long period. If remain undisturbed and well -drained, the fresh till soils can provide
excellent foundation support with little settlement expected.
SOIL CONDITIONS
Subsurface conditions of the site were explored with three test pits. The test pits were excavated
on May 7, 2007, with a track -mounted backhoe to depths from 5.0 to 6.5 feet. The approximate
locations of the test pits are shown on Plate 2 - Site and Exploration Location Plan. The te . st pits
were located with either a tape measure or by visual reference to existing topographic features in
the field and on the topographic survey map, and their locations should be considered only
accurate to the measuring method used. '
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plates 4 and 5.
Test Pit 2, located at the back of the proposed north residence encountered about 3 feet of loose
fill, underlain by 'a layer of relic topsoil about 10 inches thick. Test Pits I and 3, located at.the
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back and the front of the proposed south residence, encountered a layer of topsoil about 10 to 12
inches thick. Underlying the topsoil and relic topsoil was a layer of brown to orange -brown
weathered soils of loose to medium -dense, silty fine sand with a trace to some gravel, from 1.0 to
2.2 feet thick. Underlying this layer of weathered soils to the depth explored was a light -brown
to light -gray fresh Vashon till deposit of dense to very -dense, silty fine sand with various amount
of gravel and occasional cobble.
GROUNDWATER CONDITION
Groundwater seepage was not encountered by any of the test pits excavated on the site. The site
is underlain at shallow depth by a dense to very -dense, fresh till deposit. This fresh till deposit is
of extremely low permeability, and would perch stormwater infiltrating into the more permeable
surficial soils. The depth to and the amount of perched groundwater may fluctuate seasonally,
depending on precipitation, surface runoff, ground vegetation cover, site utilization, and other
factors. This near -surface, perched groundwater may dry up completely in the dryer summer
months and accumulate and rise in the wet winter months.
DISCUSSIONS AND RECOMMENDATIONS
GENERAL
Based on the soil conditions encountered in our subsurface explorations, it is our opinion that the
site is suitable for the proposed development of the site from the geotechnical engineering
viewpoint, provided that the recommendations in this report are fully implemented and observed
during construction. The loose fill, topsoil and loose weathered soils should be completely
stripped within the driveways and building pads of the new residences and in areas where the
structural fill is to be placed. The underlying fresh Vashon till soils are dense to very -dense, and
are capable of providing adequate foundation support to the proposed new residences.
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Conventional footing foundations constructed on or into the underlying dense to very -dense fresh
till or on structural fill constructed over these competent basal soils may be used to support the
new residences. Structural fill, if required for site grading, should be placed on proof -rolled,
unyielding, undisturbed, firm, fresh till soils following the stripping of the surficial unsuitable
soils.
The on -site surficial soils contain a fair percentage of fines, and are sensitive to moisture. They
can also be saturated quickly and result in some runoff with potential soil erosion on western
slope during extended periods of heavy rainstorms. Interceptor trench drains or ditches should be
installed along the upslope boundaries of the site, as required, to intercept and drain surface
runoff and near -surface perched groundwater flow away from construction areas and to minimize
soil erosion and facilitate grading and foundation construction work. Silt -laden water collected
on the site should be stored in a storage and settling pond. Only clean clear water should be
discharged through a spreader pipe onto a well -vegetated area of the wetland buffer zone.
GEOLOGIC HAZARDS AND MITIGATION
Landslide Hazard
The dense to very -dense fresh ti ' 11 soils underlying the site at shallow depth are of high shear
strength and have good resistance against slope failures. These competent soils coupled with the
generally gentle to moderate terrain of the site should make it unlikely for deep-seated landslides
to occur on the site
Erosion Hazard
The surficial fill, topsoil and loose weathered soils are of low resistance against erosion, while
the underlying dense to very -dense fresh till soils are of high resistance against erosion. The
weaker soils draping the western moderately -steep slope may be eroded if devoid of vegetation
cover and overly saturated. Prolonged erosion may cause the surficial weaker soils on this slope
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to slough off. This potential can be mitigated by preserving and maintaining the vegetation cover
on the slope and re -vegetating exposed bare ground on the slope resulted from construction
activities. Stormwater over impervious surfaces, such as roofs and paved driveways, should be
captured with underground drain line systems connected to roof downspouts and catch basins
installed in the driveways. Water collected by such underground drainage systems should be
tightlined to discharge into the proposed stormwater storage tank.
Seismic Hazard
The Puget Sound region is in an active seismic zone. The subject site of mostly gentle to
moderate terrain is underlain at shallow depth by dense to very -dense fresh till soils of high shear
strength. There is also a lack of extensive, continuous, static groundwater table at shallow depth
under the site. Therefore, the potential for seismic hazards, such as deep-seated landslides,
liquefaction, lateral soil spreading, to occur on the site should be minimal. The new residences
to be constructed on the site, however, should be designed for seismic forces induced by strong
earthquakes. Based on the soil conditions encountered by the test pits, it is our opinion that
Seismic Use Group I and Site Class D should be used in the seismic design of the proposed
residences in accordance with the 2003 International Building Code (IBC).
SITE PREPARATION AND GENERAL GRADING
The existing house, garage and storage shed on the site to be demolished should also have their
foundations completely removed. The vegetation within construction limits should be cleared
and their roots thoroughly grubbed. Surficial fill, topsoil and loose weathered soils should be
stripped within the driveways, building pads and in areas where structural fill is to be placed.
The exposed surfaces should be compacted to a non -yielding state with a vibratory roller
compactor and proof -rolled with a My loaded dump truck or water truck. During construction,
storm runoff should be intercepted with ditches or interceptor trench drains, as required, to
minimize soil erosion and to facilitate site grading work. Intercepted water should be conveyed
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into a storage and settling pond, with only clean, clear water to be discharged through a spreader
pipe onto a well -vegetated area of the wetland buffer zone.
The on -site surficial soils contain a high percentage of fines and are sensitive to moisture. A
layer of clean quarry spalls should be placed over excavated areas and areas of frequent traffic, as
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required, to protect the subgrade soils from disturbance by construction traffic. Silt f nces
should be erected along the downslope boundaries of the site to prevent sediment being
transported onto adjoining properties or the wetland by storm runoff. The bottom of filter fabric
of the silt fence should be anchored in a trench filled with gravel.
EXCAVATION AND FILL SLOPES
Under no circumstance should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts more than 4 feet deep should be no steeper than I- 1/4H: IV
in the surficial fill, topsoil and loose and medium -dense weathered soils, and may be vertical in
the underlying light -brown to light -gray fresh till soils of dense to very -dense, weakly -cemented,
silty fine sand with a trace to some gravel and occasional cobble, if the overall depth of cut does
not exceed 10 feet deep. Permanent cut banks should be no steeper than 2-1/4H:IV in the
surficial fill, topsoil and loose to medium -dense weathered soils, and no steeper than 1-3/4H: IV
in the underlying dense to very -dense fi-esh till soils.
Permanent fill embankments required to support structural or traffic load should be constructed
with compacted structural fill placed over undisturbed, proof -rolled, dense to very -dense fresh till
soils after the surficial. unsuitable soils are completely stripped. Permanent fill to be placed over
slopes steeper than 15 percent grade should be retained structurally. The exposed ground
exceeding 15 percent grade should be benched with vertical steps not exceeding 4 feet high after
stripping of unsuitable surficial soils and prior to placing structural fill. The slope of permanent
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fill embankments should be no steeper than 2H: IV. Upon completion, the sloping face of
permanent fill embankments should be thorougWy compacted to a non -yielding state with a hoe -
pack.
The above recommended cut and fill slopes are under the assumption that groundwater seepage
would not be encountered during construction. If groundwater seepage is encountered, the
construction should be immediately halted and the slope stability re-evaluated. 'Me slopes may
have to be flattened and other measures taken to stabilize the slopes. Surface runoff should not
be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill
embankments should be vegetated as soon as possible for long-term stability, and should be
covered with clear plastic sheets, as required, to protect them from stormwater until the
vegetation is fully established.
STRUCTURAL FILL
Structural fill is the fill that support structural or traffic load. Structural fill should consist of
clean soils be free of organic and other deleterious substances and with particles no larger than
four inches. Structural fill should have a moisture content within one percent of its optimum
moisture content at the time of placement. The optimum moisture content is the water content in
the soil that enable the soil to be compacted to the highest dry density for a given compaction
effort. The on -site clean silty sand soils may be used for structural if their moisture content can
be controlled to near optimum moisture content at the time of placement. Imported material to
be used as structural fill should be clean, free -draining, granular soils containing no more than 5
percent by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4
sieve, and should have individual particles not larger than four inches.
The ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
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EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in
lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by ASTM D 15 5 7 (Modified Proctor Method)
as follows:
Application
Within building pads
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
BUILDING FOUNDATIONS
% of Maximum DKy Densi
95%
95% for top 3 feet and 90% below
90%
95% for top 4 feet and 90% below
Conventional footing foundations may be used to support the new residences to be constructed
on the site. The footing foundations should be placed on or into undisturbed, dense to very -
dense, fresh till soils, or on compacted structural fill constructed over these competent basal
soils. To reach the fresh till soils, excavation depths of 3.0 to 5.5 feet or more below existing
grade would be required. Water should not be allowed to accumulate in excavated footing
trenches. Disturbed soils in footing trenches should be completely removed down to firm
undisturbed native bearing soils prior to pouring concrete for the footings.
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
Allowable soil bearing pressure, including dead and live loads, should be no greater than
3,000 psf for footings poured on or into the dense to very -dense, fresh till soils, and no
more than 2,500 psf on structural fill constructed over these competent basal soils. The
footing bearing soils should be verified on -site by a geotechnical engineer after the
footing trenches have been excavated and before the footings are poured.
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The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings, except those footings supporting light -weight
decks and porches.
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations designed
and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/4 inch or less and the differential settlement
across building width should be 1/2 inch or less.
Lateral loads on buildings can be resisted by the friction force between the foundat ions and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 350 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.60 between the foundations and the subgrade soils may
be used. These are unfactored values, and a proper factor of safety should be used in calculating
the resisting forces against lateral loads on the buildings.
BASEMENT AND RETAENING WALLS
Building basement walls restrained at the top from lateral movement are considered unyielding
and should be designed for a lateral soil pressure under the at -rest condition. Retaining walls, if
any, unrestrained at the top from lateral movement, may be designed for active soil pressure. We
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recommend that an at -rest soil pressure of 45 pcf EFD (equivalent fluid density) and an active
soil pressure of 35 pcf EFD be used for the design of building basement walls and retaining walls
respectively, with a level or descending backslope. For walls with an ascending backslope, an
additional pressure of 0.75 pcf per degree of the backslope angle above the horizontal should be
added to the above design pressures. To counter the above active or at -rest pressure, a passive
lateral soil pressure of 350 pcf EFD may be used. This passive pressure value is applicable only
to walls with a level or ascending finished grade for a horizontal distance at least twice the wall
height. To resist against sliding, the friction force between the footings and the subgrade soils
may be calculated based on a coefficient of friction of 0.60. The above soil parameters are
ultimate values based on a fully drained backfill of the walls, and proper factors of safety should
be applied in the design of the basement walls against sliding and overturning failures.
A vertical drainage blanket, at least 12-inch-thick horizontally, consisting of clean, free -draining,
pea gravel or washed gravel should be placed against basement and retaining walls to prevent
accumulation of groundwater behind and buildup of hydrostatic pressure against the walls. This
drainage blanket fill should be compacted to a non -yielding state with a vibratory compactor.
The top 18 inches of the backfill may consist of compacted, on -site soils. Structural fill should
be used for the remaining backfill of basement and retaining walls. Heavy compaction
equipment should not be allowed within the walls of a horizontal distance equal to that of the
wall heights. A 4-inch perforated PVC footing drain pipe, as recommended in the DRAINAGE
CONTROL section of this repoM should be provided for the basement and retaining walls. The
drain lines should be hydraulically connected to the drainage blanket behind the walls.
SLAB -ON -GRADE FLOORS
Slab -on -grade floors, if used, should be placed on firm subgrade soils prepared as outlined in the
SITE PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections
of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a
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capillary break which is in turn placed on the compacted subgrade. The capillary break should
consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no
more than 5% by weight passing the No. 4 sieve. We recommend that a vapor barrier, such as a
6-mil plastic membrane, be placed over the capillary break to keep moisture from migrating
upwards.
DRIVEWAY PAVEMENT
Performance of driveway pavement is critically related to the conditions of the underlying
subgrade soils. We recommend that the subgrade soils within the driveways be treated and
prepared as described in the SITE PREPARATION AND GENERAL EARTHWORK section of
this report. Prior to placing base material, the subgrade soils should be compacted to a non -
yielding state with a vibratory roller compactor and proof -rolled with a piece of heavy
construction equipment, such as a hdly-loaded dump truck. Any areas with excessive weaving or
flexing should be over -excavated and re -compacted or replaced with a structural fill or crushed
rock placed and compacted in accordance with the recommendations provided in the
STRUCTURAL FILL section of this report.
We recommend that a 4-inch-thick minimuni, compacted, crushed rock base (CRB), consisting
of 7/8-inch-minus crushed rock, be used for the driveways. The crushed rock base should be
topped by 2-inch-thick Class B asphalt concrete (AC) or a 4-inch concrete pavement reinforced
with a layer of welded steel wire fabric at its mid -depth.
DRAINAGE CONTROL
BuRding Pad and Driveway Grading
The on -site surficial fine-grained soils can be saturated quickly and some runoff and near -surface
groundwater may be encountered during periods of heavy rain. To minimize potential
difficulties for site grading work due to storm runoff and groundwater seepage during
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L&A Job No. 7AO58
Page 15
construction, one or more lines of ditches or interceptor trench drains should be installed, as
required, along the uphill sides of the site to intercept storm runoff and near -surface groundwater
flow. Water thus collected should be drained into a nearby ditch or storm inlet.
Building Footprint Excavation
Excavation of building footprints, if encountering groundwater, should have the bottom of
excavation sloped and ditches excavated along the bases of cut banks to direct groundwater
seepage into a sump pit from which water can be pumped out of the pits into a nearby storm
inlet. A layer of 2-inch crushed rocks should be placed over firm subgrade soils under footings,
as required, to protect the soils from disturbance by construction equipment and foot traffic. This
crushed rock base should be built to a few inches above groundwater level, but not less than 4
inches thick. The crush rock base should be compacted in' 12-inch lifts to a non -yielding state
with a vibratory mechanical compactor.
Runoff over Impervious Surfaces
Storm runoff over impervious surfaces, such as roofs and paved area, should be collected by
underground drain line systems connected to downspouts and by catch basins. Stormwater thus
collected should be tightlined to discharge into a storm sewer or a suitable stormwater disposal
facility
Building Footing Drains
A subdrain should be installed around the perimeter footings of the each of the residences to
minimize accumulation of groundwater under the buildings. The subdrains should consist of a 4-
inch-minimum-diameter, perforated, rigid, drain pipe, laid a few in ches below the bottom of
perimeter footings. The trenches and the drain lines should have a sufficient gradient to generate
flow by gravity. The drain lines should be embedded in washed gravel completely wrapped in
non -woven filter fabric to within about 12 inches of finish grade. The remaining trenches may be
LIU & ASSOCIATES, INC.
0
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 16
backfilled with on -site impervious soils. Water collected by the perimeter footing subdrains
should be tightlined, separately from the roof and surface stormwater drain systems, to discharge
into a storm sewer or a suitable stormwater disposal facility.
Surface Drainage
Water should not be allowed to stand in any areas where footings, slabs, or pavement is to be
constructed. Finish ground surface should be graded to flow away from the proposed residential
buildings. We recommend the finish ground be sloped at a gradient of 3 percent minimum for a
distance of at least 10 feet away from the buildings, except in the areas to be paved.
Cleanouts
Sufficient number of cleanouts at strategic locations should be provided for the underground
drain line systems. The underground drain line systems should be maintained periodically to
prevent clogging.
LIMITATIONS
This report has been prepared for the specific application to the subject project for the exclusive
use by Mr. Eric Sundquist and his associates, consultants and contractors. We recommend that
this report, in its entirety, be included in the project contract documents for the information of the
prospective contractors for their estimating and bidding purposes and for compliance with the
recommendations in this report during construction. The conclusions and interpretations in this
report, however, should not be construed as a warranty of the subsurface conditions. The scope
of this study does not include services related to construction safety precautions and our
recommendations are not intended to direct the contractor's methods, techniques, sequences or
procedures, except as specifically described in this report for design considerations.
LIU & ASSOCIATES, INC.
0 0
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 17
Our recommendations and conclusions are based on soil conditions encountered in the test pits,
our engineering analyses, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied, is made.
The actual subsurface conditions encountered during construction may vary from those
encountered, in the test pits excavated on the site. The nature and extent of such variations may
not become evident until construction starts. If variations occur then, we should be retained to
re-evaluate the recommendations of this report, and to verify or modify them in writing prior to
proceed further with the construction.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions regarding this report or need ftuther consultation.
Five plates attached
6 -VI 0 S.
WAS
0
27589
ALVI
W. IRM 7117/
Yours very truly,
LITJ SSOCIATES C.
U C
J. IS.((J ian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
LIU & ASSOCIATES, INC.
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LIU & ASSOCIATES, INC. TWO SINGLE—FAMILY RESIDENCES
23609 — 74TH AVENUE WEST
Geotechnical Engineering - Engineering Geology - Earth Science EDMONDS, WASHINGTON
f—JOB NO. 7A058 TE 5/14/2007 1 PDJE 1
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
MORE THAN 50% OF
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
COARSE FRACTION
GRAVEL WITH
GM
SILTY GRAVEL
SOILS
RETAINED ON NO. 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SP
POORLY -GRADED SAND
RETAINED ON THE
COARSE FRACTION
SAND WITH
SM
SILTY SAND
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-SILT AND CLAY INORGANIC ML SILT
[FINE-
GRAINED
G I NED LIQUID LIMIT CL CLAY
SOILS LESS THAN 50% ORGANIC OL ORGANIC SILT, ORGANIC CLAY
MORE THAN 50% SILTY AND CLAY INORGANIC MH SILT OF HIGH PLASTICITY, ELASTIC SILT
PASSING ON THE LIQUID LIMIT CH CLAY OF HIGH PLASTICITY, FAT CLAY
NO. 200 SIEVE 50% OR MORE
ORGANIC OH ORGANIC SILT, ORGANIC SILT
HIGHLY ORGANIC SOILS PT PPAT AKIn nY ER HIGHLY ORGANIC SOILS
NOTES: SOIL MOISTURE MODIFIERS.
1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83. THETOUCH
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
ON ASTM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL WET -VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA.
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Geotechnical Engineering - Engineering Geology - Earth Science
PLATE 3
mm�
T PIT NO.
ii
Logged By: JSL
Date.- 5/7/2007
(-,rr%iinA Pl
Depth
USCS
CLASS.
Soil Description
Sample
No
w
%
Other
Test
OL
Tall grass on surface
Dark -brown, loose, organic, silty fine SAND, with fine roots and
SM
charred wood fr gments, mg �toE�j gIL
2
—
Orange -brown, medium -dense, silty fine SAND, trace to some
-----------
—
—
Sf�
gravel,_rr��oist.
)�
Light -brown to light-gr�y mottled� dense to very -dense, g—ravelly,
silty, fine SAND, weakly -cemented, moist (fresh VASHON TILL)
4
5
6
7
Test pit terminated @ 5.0 ft, groundwater not encountered.
8
9
10
TEST PIT NO. 2
Logged By: JSL Date- sm9nn7
Depth
ft.
USCS
CLASS.
OL
Soil Description
Tall grass on surface
Sample
No.
W
%
Other
Test
Dark -brown, loose, organic, silty fine SAND, with fine roots, moist
(TOPSOIUFILL)
Sm
2
Orange -Crown, loose to medium -dense, silty fine SAND, trace
—I_qravel, moist ( ILL)
CiL_
3
Dark -brown, loose, organic, silty fine SAND, with charred soils,
-CmOiSt
SM
PSOIL)
4
Orange -brown, medium -dense, silty fine SAND, trace gravel, moist
5
6
Light -brown to light -gray mottled, dense to very -dense, silty fine
SAND, some gravel and occasional cobble, weakly -cemented,
Sm
moist (fresh VASHON TILL)
8
Test pit terminated @ 6.5 ft, groundwater not encountered.
9
110 1
1
1
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
TWO SINGLE-FAMILY RESIDENCES
23609 - 74TH AVENUE WEST
EDMONDS, WASHINGTON
El
TEST PIT NO. 3
Logged By: JSL Date: 517/2ob7
Ground El.
Depth USCS Sample w Other
CLASS. Soil Description No. % Test
OL Grass and discarded roof shingles on surface ��l
Dark -brown, loose, organic, silty fine SAND, with roots to 114-inch
SM -A �;iameter, moist (TOPSOIL)
2 — 11
Brown, medium -dense, silty fir�e _SANDTr_a&i —to s—ome gravel, moist
3 Sm Light -gray, very -dense, gravelly, silty fine SAND, occasional cobble,
4 weakly -cemented, dry to slightly moist (fresh VASHON TILL)
5
6
7 Test pit terminated @ 5.0 ft, groundwater not encountered.
8
9
10
TEST PIT NO.
Logged By: Date: CA
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
TWO SINGLE-FAMILY RESIDENCES
23609 - 74TH AVENUE WEST
EDMONDS, WASHINGTON
---;OBNO. 7A058 JDATE 5/14/20074P TE 5
#.P20
City. Oil_kdmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: - 425.771.0221
Ile Critical Areas Checklist contained on this form is to
be filled out by any person. preparing a Development
Permit Application.for the City of Edmonds prior to
his/her submittal of the application to the City.,
The purpose of the Checklist is to enable Cit . y staff to
determine whether any potential Critical Areas are, or
may be, present on. the subject property. The information
needed to complete the Checklist should be easily
available from observati of the- siite'� & data: available at...,
City Hall (Critical areas inventories, maps, or soil
surveys).
Date Recei7ed: '411 (/,C-
City Receipt #: 2 (, 13 2-
Critical Areas File #: c,,;)OOS —nn5
Critical Areas Checklist Fee: $135.00
Date Mailed to Applicant, 005
A property owner, or his/her authorized representative,
must'fill out thd checklist, sign and date it and submit it
to the City. The City will review the checklist� make a
precursory site visit and make a determination, of the
subsequent steps� nece'sisia r' to co lete a development
permit application.
.Plea.se,submit avicinity-map, along with the sigrie4.copy
of this form to assist City staff i ' n finding and locating the
specific' . �piece of 'property -&it� 6nii this, form. - - In
- shall * include other pertinetit
addition, . the appli -cant,
information (e.g., site,;.plan, topography map,* etc.) or
studies in conJ-u;iqiiqn,w6 this ��hecklist to assistarif staff
in c�mpliting &irpreliminaiy assessment of the site.
The undersigned applicant and lus/her/its heirs
and assigns -in consideration on the processing. of the application agrees
to release, indemnify, defend and hold the City of Edmonds harmless fromanyarid -all- damages, " including reasonable
attorney's fees, arising from any action, or infraction based, --pwt upon false, misleading, inaccurate or
in, whole. or
incomplete information furnishedby.thp applJ S..
��arit, his/her/its agents,or enw1ovee
By. my signature, I certif�r that the information and exhibits herewith submitted are..;true and correct to the best of my
knowledge and that farn authorized to fil this, nc onontheb�hgfof&'o-v'�'m'�'�e-ras 4��dbe]60.
LICANT/AGE.NT
SIGNATURE oF APP DATE
Property Owner9s Authorization
By MY signiturt, I c&* that I have auth6ri . zed the.above Applidant/Agent to apply for the subject'land use a pplica , fion,
and grant my permission for the public offi6ials and the staff of the City of Edmonds to enter the subject property fouthe
purposes of inspection and posting attendant to this application.
SIGNATURE OF OWNER DATE
PLEASE PRINT CLEARLY
Owner/Appffcant:
"Aim k1 C �4
Name
Street Address
x�___Of k44 10 OT 06 ZJA - VC
city State zip
Telephone: eL-21 �-- -17-7 e �'7 -5—Y *
Email address (optional):
AppHcaut Representative:
Name
2_3 t2 le�L 61
Sftet Address
6�
City State zip
Telephone: 1-/_2 5-1) 0 '�'3
Email Address (optional): Stevl*kq i Ao_�L, o,
0
#P20
Critical Areas Checklist
Site Informaflon (soffs/topography/hydrology/vegetation)
1. Site Address/ Locati on: 3
2.
3.
4.
5.
Property Tax Account Number:
App'roximate Site Size (acres or
Is uus site currentiy develc ed? v yes; no.,
If y' how issitLi developed? `//d i 1X_
yes;
V7'
Describe the general site topography. Check all -that apply.
CA File No:
PERMIT COU, NTER
Tlat"
met elevafi,[:jfi:change over entire site.
Rolling. .�iqpes
on site generally less,than 15% (a. vertical, rise of .10-feet over a horizontal
��distance-of66-fee
t)
than 15% and less
ffifty:"�' lopes prei on site of more than 30% (a vertical rise of H46et
over a horizontal distance . b 33 to 66-feet).
Steep: grades of greater than 3o% present on site (a vertical rise of .10-feet over a horizontal
tince-6f less than 334ee
4 je4se_describe):.Wb*1j.4E_._
6. Site contains areas of year-round standing wati�'�`_`-
4 . , — I, Approx.. Dep
Si
te Of s Water:'. A
7 —7, 77 pprox.Depth:
What season(s) of the year?
8. site is irf the fl
floodplain of a water course.
9. Site. Font*s,_a crpe� or an area. where water flows across the
grounds surface? Flows are year-round?
Flows are seasonal? (What, time
of y!par?
10. Site is primarily: forested meadow shrubs mixed
urban landscaped (lawn, shrubs etc)
11. Obvious wetland is present on site:
For City Staff Use 0 nly —
1. Plan Check Number, if applicable?
2. Site is Zoned? 1Z 5 W - 17-
3. SCS mapped soil qj*s)? to A(&r �,,A - W6,, (.,.A �:=V.
34 - M"It-;1 tA
4. Critical Areas inventory or C.A. map indicates Critical Area, on site? _M Fm, f, tL,; (--A4A
S
5. Site within designated earth subsidence landslide hazard area? No
DETERMINAT[ON
-STUDY REQUIRED WAIVER
Reviewed br. Date: 5-1 i
CITY OF EDMONDS
CRITICAL AREAS RECONNAISSANCE REPORT
Site Location: 23609 — 74" Avenue W. Tax Acct. Number: 27043200300600
Determination: Study Required Determination #: CA-05-51
Applicant: Steve Lawrence (POA for owner) Owner: Nancy Lawrence
CRITICAL AREAS RECONAISSANCE REPORT: STUDY REQUIRED (CA-05-511
During review and inspection of the subject site, it was found that the site may contain critical
areas, including a Wetland, Frequently Flooded Areas, Erosion Hazard Areas, and Fish and
Wildlife Habitat Conservation Areas pursuant to Chapter 23.40 of the Edmonds Community
Development Code (ECDC).
GENERAL CRITICAL AREAS REPORT REQUIREMENTS
Critical Areas Reports identify, classify and delineate any areas on or adjacent to the subject
property that may qualify as critical areas. They also assess these areas and identify any
potential impacts resulting from your specific development proposal. If a specific development
proposal results in an alteration to a critical area the critical areas report will also contain a
mitigation plan. You have the option of completing the portion of the study that classifies and
delineates the critical areas and waiting until you have a specific development proposal to
complete the study. You may also choose submit the entire study with your specific
development application.
Please review the minimum report requirements for all types of Critical Areas which are
listed in ECDC 23.40.090.D. There are additional report requirements for different types
of critical areas (see below).
Note that it is important for the report to be prepared by a qualified professional as
defined in the ordinance. There are options on how to complete a critical areas study
and an approved list of consultants that you may choose from. You may contact the
Planning Division for more information.
General Mitigation Requirements for all Critical Areas are discussed in ECDC 23.40.110
through 23.40.140.
REPORT REQUIREMENTS — WETLANDS
The site investigation has shown that the site may contain a wetland. Wetlands are areas
inundated or saturated by ground or surface water that support, under normal circumstances,
vegetation adapted for life in saturated soil.
• Wetlands are generally rated according to their size, condition, function, and vegetation
types into four (4) different categories described in ECDC 23.50.010 and by use of the
"City of Edmonds Wetland Field Data Form" by the critical areas consultant.
• Buffer widths for wetlands vary depending on the category of the wetland as listed in
ECDC 23.50.040.F.
• In addition to the general requirements for Critical Areas reports referenced above,
there are specific Critical Areas report requirements for wetlands that are provided in
ECDC 23.50.030.
• Note for Lake Ballinger: See ECDC 23.50.010 regarding delineating wetlands around
Lake Ballinger. Provisions for protection of Lake Ballinger shorelines not meeting
criteria for jurisdictional wetlands are provided in the City of Edmonds Shoreline Master
Program, which requires a 35-foot setback from the Ordinary High Water Mark.
0
DEVELOPMENT PROPOSALS ASSOCIATED WITH WETLANDS
Development proposals that encroach into wetlands or their buffers or building setbacks may be
allowed through the approval of certain processes.
• The width of a wetland buffer may be reduced through buffer enhancement if the
criteria described in ECDC 23.50.040.F.3 can be met. The maximum amount that a
buffer can be reduced through buffer enhancement is 50%.
• A buffer may also be modified through a process called buffer averaging. The criteria
applied to buffer averaging are listed in ECDC 23.50.040.F.4. The maximum amount
that the buffer width can be reduced at anysingle location through buffer averaging is
50%.
Development proposals that proposed encroachments into buffers beyond what is
allowed through the above methods require a Critical Areas Variance, or a Reasonable
Use Exception. If you think that you have a proposal that may require one of these
processes, please contact a Planner for more information.
Any time a development proposal requires an alteration to a wetland, a mitigation plan
is required as part of the Critical Areas report. In addition to the General Mitigation
requirements referenced above, mitigation requirements specific to wetlands are
provided in ECDC 23.50.050.
NOTE: There are specific performance standards for the subdivision of lands in
wetlands and wetland buffers. These are listed in ECDC 23.50.060.
STUDY REQUIREMENT - FREQUENTLY FLOODED AREAS
It appears that this property contains or is adjacent to Frequently Flooded Areas.
• Frequently Flooded Areas are those areas identified on FEMA Flood Insurance Rate
Maps as areas of special flood hazard, which include those lands in the floodplain
subject to a one percent or greater chance of flooding in any given year.
• Frequently Flooded Areas are further defined in ECDC 23.70.010.A and B.
• In addition to the general requirements for Critical Areas reports referenced above,
specific Critical Area report requirements for Frequently Flooded Areas are provided in
ECDC 23.70.020.
DEVELOPMENT PROPOSALS ASSOCIATED WITH FREQUENTLY FLOODED
AREAS
Development is restricted within Frequently Flooded Areas.
• Development standards and provisions for protection of frequently flooded areas are
provided as applicable to areas of special flood hazard in the current editions of the
International Residential Code and the International Building Code (ECDC 23.70.040).
• Conformance with the provisions for flood hazard reduction of the current editions of the
International Residential Code and International Building Code shall constitute
conformance with ECDC 23.40.050, Protection of critical areas, per the mandates of the
Washington Growth Management Act and the purposes and objectives of the
Environmentally Critical Areas Ordinance.
STUDY REQUIREMENT - EROSION HAZARD AREA
It appears that this property contains or is adjacent to an Erosion Hazard Area.
• Erosion Hazard areas include Alderwood and Everett series soils on slopes of 15
percent or greater. among others.
• Landslide Hazard Areas are further defined in ECDC 23.80.020.A.
• In addition to the general requirements for Critical Areas reports referenced above,
specific Critical Area report requirements for Erosion Hazard Areas (which are one of
the Geologically Hazardous Areas) are provided in ECDC 23.80.050.
2
Note that Stable Erosion Hazard Areas may have limited report requirements at the
director's discretion. At a minimum an erosion and sediment control plan prepared in
compliance with the requirements in ECDC Chapter 18.30 shall be required.
DEVELOPMENT PROPOSALS ASSOCIATED WITH EROSION HAZARD AREAS
Development is restricted within an Erosion Hazard Area.
• Projects that will intrude into these areas will require a report by a licensed Geotechnical
Engineer or other qualified professional.
• Development standards are given in ECDC 23.80.060 and 23.80.070.
STUDY REQUIREMENT — FISH AND WILDLIFE HABITAT CONSERVATION AREAS,
Since the site is within a mapped fish and wildlife habitat conservation area, the City
would like to preserve as much of the native vegetation as possible.
DEVELOPMENT PROPOSALS ON A SITE WITH FISH AND WILDLIFE HABITAT
CONSERVATION AREAS
The applicant must submit a clearing/tree cutting plan with any development permit.
Tree cutting and clearing of native vegetation shall be limited to the footprint of
development.
ALLOWED ACTIVITIES
Certain activities are allowed in or near critical area buffers as specified in ECDC
23.40.20. If you have any questions about whether your proposed development
qualifies as an allowed activity, please contact a Planner for more information.
EXEMPT DEVELOPMENT PROPOSALS
Certain development proposals may be exempt from Critical Areas Requirements
(ECDC 23.40.230). If you think that a specific development proposal may be exempt,
contact a Planner for more information.
Mea (
Name SiqYature Date
NOTE: Cited sections of the Edmonds Community Development Code (ECDC) can be found on
the City of Edmonds website at www.ci.edmonds.wa.us.
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=nduct an independent Inquiry regarding the Informdon shown an
Me map, Inclading, but not limited to, the location Of any sower stub
MON. Such U."Wer stubs mAy or may not GX1st and may or may not e)dEt at
the locat;on shoiqn, Neither the City Of Edmonds nor its employees or
Oficers shall be liable for the Information given on this map, nor for any orej
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forth on the map. Any person or entity requesting a copy should conduct an independent inquiry regarding the information
shown on the map, including, but not limited to, the location of any sewer stub shown. Such sewer stubs may or may not
exist and may or may not exist at the location shown. Neither the City of Edmonds nor its employees or officers shall be
liable for the information given on this map, nor for any oral representation provided based upon said map.
STREET FILE
PROPERTY LINE
""��WATER METER
CITY OF EDMONDS WATERLINE AS -BUILT
ADDRESS: PERMIT
Q, 23565 74TH AVE W NO, BLD 20070767
CONTRACTOR: HOMEOWNER1 SCALE1
SUNDQUIST SUNDQUIST NTS
DATE INSPECTED: INSPECTED BYi DATE DRAWN: DRAWN BY:
3/4/08 im 8/20/08 B. SHIU
OV ED4.f RE
(P
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS,WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
*PERMIT MUST BE POSTED ON JOBSITE*
STATUS: ISSUED ENG20070448
SIDE SEWER PERMIT (I -Single Family)
Permit Number: ENG20070448 Expiation Date: 12/20/2008
Job Address: 23565 74TH AVE. W, EDMONDS
APPLICANT CONTPUkCTOR
VIKING PROPERTIES VIKING PROPERTIES
23565 74TH AVE. W, EDMONDS PO BOX 1034
EDMONDS, WA 98026
LYNNWOOD, WA 98046
425-670-2711 -
LICENSE #: VIKINPI137JG EXP: 3/13/2008
JOB DESCRIPTION
• I REPAIR N PROPOSE TO REUSE LATERAL LIDNUMBER.-
• CRINDER PUM N PROPOSE TO REUSE SIDE SEWER
CONSTRUCT SIDE SEWER PER BLD20070767
LAS ENIENTINFORNIATION
• PROJECT CROSSES OTHER PRIVATE PROPERTY
• VERIFICATION OF RECORDED EASEMENTS COMPLETE
SEWER EASEMENT, CITY OF EDMONDS
I
IA'DEMA7TY- The Applicant has signed an application which states helshe holds the City ofEdmonds harmlessfrom injuries,
damages or claims ofany kind or description whatsoever, foreseen or unforeseen, that may he made against the City ofEdmonds or
any ofits departments or employees, including but not limited to the defense ofany legal proceedings including defense costs and
attorneyfees by reason ofgranling this permit.
CALL DIA1,A-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPECnON (425) 771-0220 EXT. 1326
24 HOUR NOTICE REQUIRED FOR ALL INSPECT10N REQUESTS
THIS APPLICA'nON IS NOTA PERMITUNTIL SIGNED BY THE CITY ENGINEER OR HISMER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACEPRONADED.
Printed: Thursday. December 20. 20C
i Ful M M-Tv 71 M
DA
MILE COPY V-7u�S-PECIFOR COPY F� APPLICANT COPY
STATUS: ISSUED
ENG20070448
• Refer to City of Edmonds Side Sewer Infonnation handout for approved pipe materials, inspections and other requirements.
• A 6" cleanout with 12" locking cast iron larnphole cover is required at the property line.
• Maintain 10'separation between the sanitary side sewer and the water service line.
& E-Sanitary Side Sewer Inspection
PARTIAL INSPEC71ON
PARTIAL INSPECTION
FINAL INSPECTION APPROVED
DATE:
112111 ". W&II&I
DATE: INITIAL: NOTES:
DATE: INITIAL:
BACK OF HOUSE
Zz
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12356 STREET FILE
EWER MAIN
[-6
6:'CLEAN OUT (C/O)
DEEP
-C/O W
(D
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W
NOTICE: NO WARRANTY OF ACCURACY. The information shown on
the attached map was compiled for use by the City of Edmonds, its
employees and consultants. The City of Edmonds does not warrant the
accuracy of anything set forth on the map. Any person or entity
requesting a copy should conduct an independent inquiry regarding the
information shown on the map, including, but not limited to, the location
of any sewer stub shown. Such sewer stubs may or may not exist and
may or may not exist at the location shown. Neither the City of Edmonds
nor its employees or officers shall be liable for the information given on
this map, nor for any oral representation provided based upon said map.
0 F E.Dt
CITY OF EDMONDS SIDE SEWER AS- BUILT
c� ADDRESS: PERMIT
23565 - 74th AVE W No' ENG 20070767
CONTRACTOR: HOMEOWNER: S ALE:
ERIC SUNDQUIST SUNDQUIST I NTS
DATEINSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BY:
3/21/08 1 E SIBREL 1 7/16/08 B. SHIU
AT:
( 04
ity
PER INTERNATIdWAL RESIDENTIAL cdbE,.SECTION R110
th Avenue W -.-,;:!,:-BUiIding'0, mit #: 2007-0767
Occupancy established by this certificate:
No. Stories:— 2
Owner of building:
The Single Family Residence at
B
Dwelling Un
ction:
Type of Const�,u VB
F',inspected and approved complying with the requirements
of the 2006 edition of the International Residential. Code group and division of occupancy and the use for which
the proposed occupancy is classified.
h
Issued this 24t day of November, 2008
Chief Building Official
By:
Any change of occupancy or use requires a buiTding permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official.
ENGINEERS /SURVEYORS / PLANNERS / DEVELOPMENT (ONSULTANTS
RECEIVED
MAY 1 '--'J 21202V5
Edmonds Building Department
2505 1h Avenue N.
Edmonds, Washington 98020
May 15, 2008
File No. 4859-0-06
re: Eric Sundquist Property mj&,SJ�ort Plat No. S-2006-30
74" Avenue W.)
23565
Dear Sirs,
At the request of Eric Sundquist, the project contractor, we have dispatched a survey crew
to the above referenced property to ascertain the elevation of the building currently under
construction. We find the elevation of the roof sheathing at the peak height of the building
to be 319.36.
Should you require any additional information, please call me at 425-775-1591.
Sincerely, �J
?e,N,
ov INVASlizV,
ky :e:i b e r P. L. S. I
President 414
L L
FXPRES /V //S
Lovell-Saueriand & Associates. Inc.
19400 33rd Ave. W., Suite 200, Lynnwood, WA98036 425-775-1591 425-672-7998fax
U.S, bj�PARTMENTOF HOMELAND SECURITY- ELEVATION CERTIFICATE
Federal tmergency Management Agency
National Flood Insurance Program emportant: Read the instructions on pageS.
OMB No. 1660-0008
Exoires February 28. 2009
SECTION A - PROPERTY INFORMATION I For Insurance Company Use: I
Al. Building Owner's Name Policy Number
Eric Sundouist I I
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.
lC5_ ppny NAIC Number
23565 74th avenue w. L 0
City State ZIP Code MAY 1 2008
Edmonds Washington 98026
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) -U1LU1r4U1 0EW-1j'RIENT
Assessor's parcel No. 27043200300600 Portion Govt Lot 6, Sec. 32, T. 27 N., R. 4 EY or !ZI)MONDS
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential
A5. Latitude/Longitude: Lat. 47047'05.07" Long. 122*19'59.48" Horizontal Datum: [I NAD 1927 0 NAD 1983
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
A7. Building Diagram Number
A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide:
a) Square footage of crawl space or enclosure(s) N/Asq ft a) Square footage of attached garage 982 sq ft
b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage
enclosure(s) walls within 1.0 foot above adjacent grade N/A walls within 1.0 foot above adjacent grade
c) Total net area of flood openings in A8.b — sq in c) Total net area of flood openings in A9.b sq in
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
Bl. NFIP Community Name & Community Number B2. County Name B3. State
City of Edmonds - 530163 1 Snohomish I Washington
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index
B7. FIRM Panel
B8. Flood
B9. Bas Flood Elevation(s) (Zone
Date
Effective/Revised Date
Zone(s)
AO, use base flood depth)
5306IC1315
E
November 8, 1999
November 8, 1999
A
282.50
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
El FIS Profile [] FIRM 0 Community Determined [] Other (Describe) _
Bl 1. Indicate elevation datum used for BFE in Item 139: Z NGVD 1929 [1 NAVD 1988 E] Other (Describe)
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? OYes E]No
Designation Date [] CBRS 0 OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on: F1 Construction Drawings* [3 Building Under Construction* 0 Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations —Zones Al-A30, AE, AH, A (with BFE), VE, Vl-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-g
below according to the building diagram specified in Item AT
Benchmark Utilized City of Mountlake Terrace No. 76-15 Vertical Datum NVGD 1929
Conversion/Comments Top of monument at the intersection of 76th Ave. W. and 236th S.W. Elev. 346.28
Check the measurement used.
a) Top of bottom floor (including basement, crawl space, or enclosure floor)_
288.71 0 feet
0 meters (Puerto Rico only)
b)
Top of the next higher floor
El feet
[I meters (Puerto Rico only)
c)
Bottom of the lowest horizontal structural member (V Zones only)
El feet
[I meters (Puerto Rico only)
d)
Attached garage (top of slab)
El feet
[I meters (Puerto Rico only)
e)
Lowest elevation of machinery or equipment servicing the building
El feet
El meters (Puerto Rico only)
(Describe type of equipment in Comments)
f)
Lowest adjacent (finished) grade (LAG)
El feet
El meters (Puerto Rico only)
g)
Highest adjacent (finished) grade (HAG)
El feet
[] meters (Puerto Rico only)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevatio
information. I certify that the information on this Certificate represents my best efforts to interpret the data available..
I understand that any false statement may be punishable by fine or imprisonment under 18 U.S. Code, Section 100 1.
E] Check here if comments are provided on back of form. 0 V. NVAS11".V,
0
Certifier's Name Jeffery Treiber License Number 22969
Title President Company Name Lovell-Sauerland & Assoc., Inc.
22�)69-,D
Address 19400 33rd Avenue W., Suite 200 city Lynnwood State WA ZIP Code 98036
V;IL L
Signature Date May 16, 2008 Telephone 425-775-1591
(20A*,.n� --ca
FEMA Forg;?-t�l, Wbruary 2006 See reverse side for continuation.
WOORTANT: In these spaces, copy thecorresponding information from Section A. For Insurance Company Use:
Building Street Address (including Apt., Unit, and/or Bldg. No.) or P.O. Route and Box No. Policy Number
,23565 74th Avenue W. W 1P
city Edmonds State WA ZIP Code 98026 Company NAIC Number
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Signature Date El Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
andC. For Items EI-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawl space, or enclosure) is 0 feet El meters 0 above or 0 below the HAG.
b) Top of bottom floor (including basement, crawl space, or enclosure) is El feet El meters El above or El below the LAG.
E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is _._ El feet El meters El above or El below the HAG.
E3. Attached garage (top of stab) is - 0 feet 0 meters 0 above or 0 below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is _._ 0 feet D meters 0 above or 0 below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? [-] Yes [] No E] Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE)
or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Jeffery Treiber Lovell-Saueland & Assoc., Inc.
Address City State ZIP Code
19400 33rd Avenue W. Lynnwood WA 98036
Signature Date Telephone
May 16, 2008 425-775-1591
Comments
[I Check here if ttachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E),
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9.
G 1. [] The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. 11 A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO.
G1 El The following information (Items G4.-G9.) is provided for community floodplain management purposes.
I G4. Permit Number I G5. Date Permit Issued . I G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for: El New Construction [I Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: feet [I meters (PR) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: El feet El meters (PR) Datum
Local Official's Name Title
Community Name Telephone
Signature Date
Comments
FEMA Form 81-31, February 2006 Replaces all previous editions
Edmonds Building Department
250 5" Avenue N.
Edmonds, Washington 98020
ENGINEERS / SURVEYORS / PLANNERS / DEVELOPMENT (ONSULTANTS
RE-CEIVED
MAY 1 J 201,33
�:'_ N May 15, 2008
File No. 4859-0-06
STREET FILE
re: Eric Sundquist Property - Lot 1 of Edmonds Short Plat No. S-2006-30
(2356574 th Avenue W.)
Dear Sirs,
At the request of Eric Sundquist, the project contractor, we have dispatched a survey crew
to the above referenced property to ascertain the elevation of the building currently under
construction. We find the elevation of the roof sheathing at the peak height of the building
to be 319.36.
Should you require any additional information, please call me at 425-775-1591.
Sincerely,
WAS11,(
lyte Zb e r P. L. S.
229,99
President
LL
/a //5 / 69
Lovell-Saueriand & Associates. Inc.
19400 33rd Ave. W., Suite 200, Lynnwood. WA98036 425-775-IS91 42S-672-7998fax
U.S. P.�.PARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE
Federal Emergency Management Agency
National Flood Insurance Program Wportant: Read the instructions on pages*
OMB No. 1660-0008
EXDires February 28. 2009
SECTION A - PROPERTY INFORMATION For Insurance Company Use:
Al. Building Owner's Name Policy Number
Eric Sundquist
A2. Building Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No.R r77—',L-bffpany NAIC Number
23565 74th avenue w. 9— &,;o
City State ZIP Code MAY I
Edmonds Washington 98026 - I
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.) QUILUINU DEPARfMEN-l'
1)
Assessor's parcel No. 27043200300600 Portion Gov't Lot 6, Sec. 32, T. 27 N., R. 4 6!TY E�'iiNONDF
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) Residential
A5. Latitude/Lo ng Rude: Lat. 47*47'05.07" Long. 122*19*59.48" Horizontal Datum: [:1 NAD 1927 (a NAD 1983
A6. Attach at least 2 photographs of the building if the Certificate is being used to obtain flood insurance.
AT Building Diagram Number
A8. For a building with a crawl space or enclosure(s), provide A9. For a building with an attached garage, provide:
a) Square footage of crawl space or enclosure(s) N/Asq ft a) Square footage of attached garage 982 sq ft
b) No. of permanent flood openings in the crawl space or b) No. of permanent flood openings in the attached garage
enclosure(s) walls within 1.0 foot above adjacent grade N/A walls within 1.0 foot above adjacent grade
c) Total net area of flood openings in A8.b — sq in c) Total net area of flood openings in A9.b sq in
SECTION B - FLOOD INSURANCE RATE MAP (FIRM) INFORMATION
Bl. NFIP Community Name & Community Number B2. County Name B3. State
City of Edmonds 530163 1 Snohomish I Washington
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index
B7. FIRM Panel
B8. Flood
B9. Base Flood Elevation(s) (Zone
Date
Effective/Revised Date
Zone(s)
AO, use base flood depth)
5306IC1315
E
November 8, 1999
November 8, 1999
A
282.50
B10. Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
M FIS Profile 0 FIRM 0 Community Determined 0 Other (Describe) _
Bll. Indicate elevation datum used for BFE in Item 139: 0 NGVD 1929 [1 NAVD 1988 [1 Other (Describe)
B12. Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)? OYes []No
Designation Date [I CBRS [I OPA
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on: El Construction Drawings* 0 Building Under Construction* 0 Finished Construction
*A new Elevation Certificate will be required when construction of the building is complete.
C2. Elevations -Zones Al-A30, AE, AH, A (with BFE), VE, Vl-V30, V (with BFE), AR, AR/A, AR/AE, AR/Al-A30, AR/AH, AR/AO. Complete Items C2.a-g
below according to the building diagram specified in Item AT
Benchmark Utilized City of Mountlake Terrace No. 76-15 Vertical Datum NVGD 1929
Conversion/Comments Top of monument at the intersection of 76th Ave. W. and 236th S.W. Elev. 346.28
. Check the measurement used.
a) Top of bottom floor (including basement, crawl space, or enclosure floor)_
b) Top of the next higher floor
c) Bottom of the lowest horizontal structural member (V Zones only)
d) Attached garage (top of slab)
e) Lowest elevation of machinery or equipment servicing the building
(Describe type of equipment in Comments)
0 Lowest adjacent (finished) grade (LAG)
g) Highest adjacent (finished) grade (HAG)
288.71 0 feet
[:1 meters (Puerto Rico only)
El feet
0 meters (Puerto Rico only)
0 feet
El meters (Puerto Rico only)
El feet
[I meters (Puerto Rico only)
El feet
El meters (Puerto Rico only)
[I feet
El meters (Puerto Rico only)
[I feet
El meters (Puerto Rico only)
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation
information. I certify that the information on this Certificate represents my best efforts to interpret the data available
I understand that any false statement may be punishable by fine or imprisonment under 18 U. S. Code, Section 100
n Check here if comments are provided on back of form.
Certifier's Name Jeffery Treiber
License Number 22969
Title President Company Name Lovell-Saueriand & Assoc., Inc.
Address 19400 33rd Avenue W., Suite 200 city Lynnwood State WA ZIP Code 98036
Signature Date May 16, 2008 Telephone 425-775;:-1 59AI
FEMA ForgW- 1, Wbruary 2006 See reverse side for continuation.
W AS
229b%0
L L
JMPORTART: In these spaces, copy thefiffresponding information from Section A. For Insurance Company Use:
Building Street Address (including Apt., Unit, S1W d/or Bldg. No.) or P.O. Route and Box No. Policy Number
- 21565 74th Avenue W.
city Edmonds State WA ZIP Code 98026 Company NAIC Number
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agent/company, and (3) building owner.
Comments
Signature uate 0 Check here if attachments
SECTION E - BUILDING ELEVATION INFORMATION (SURVEY NOT REQUIRED) FOR ZONE AO AND ZONE A (WITHOUT BFE)
For Zones AO and A (without BFE), complete Items El-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
andC. For Items El-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
El. Provide elevation information for the following and check the appropriate boxes to show whether the elevation is above or below the highest adjacent
grade (HAG) and the lowest adjacent grade (LAG).
a) Top of bottom floor (including basement, crawl space, or enclosure) is 0 feet 0 meters El above or 0 below the HAG.
b) Top of bottom floor (including basement, crawl space, or enclosure) is 0 feet El meters El above or El below the LAG.
E2. For Building Diagrams 6-8 with permanent flood openings provided in Section A Items 8 and/or 9 (see page 8 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is _._ [I feet 0 meters [I above or E] below the HAG.
E3. Attached garage (top of slab) is _._ F1 feet 0 meters El above or [] below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is — El feet El meters El above or E] below the HAG.
E5. Zone AO only: If no flood depth number is available, is the top of the bottom floor elevated in accordance with the community's floodplain management
ordinance? 0 Yes El No 0 Unknown. The local official must certify this information in Section G.
SECTION F - PROPERTY OWNER (OR OWNER'S REPRESENTATIVE) CERTIFICATION
The property owner or owner's authorized representative who completes Sections A, B, and E for Zone A (without a FEMA-issued or community -issued BFE)
or Zone AO must sign here. The statements in Sections A, B, and E are correct to the best of my knowledge.
Property Owner's or Owner's Authorized Representative's Name
Jeffery Treiber Lovell-Saueland & Assoc., Inc.
Address City State ZIP Code
19400 33rd Avenue W. Lynnwood WA 98036
Signature Date Telephone
May 16, 2008 425-775-1591
Comments
El Check here if attachments
SECTION G - COMMUNITY INFORMATION (OPTIONAL)
The local official who is authorized by law or ordinance to administer the community's floodplain management ordinance can complete Sections A, B, C (or E),
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9.
G1. 0 The information in Section C was taken from other documentation that has been signed and sealed by a licensed surveyor, engineer, or architect who
is authorized by law to certify elevation information. (Indicate the source and date of the elevation data in the Comments area below.)
G2. [:] A community official completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO.
G3. EJ The following information (items G4.-G9.) is provided for community floodplain management purposes.
I Number G5. Date Permit Issued G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for: E] New Construction El Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: _E] feet 0 meters (PR) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: E] feet E] meters (PR) Datum
Local Official's Name Title
Community Name Telephone
Signature Date
Comments
FEMA Form 81-31, February 2006 Replaces all previous editions
/11 C. 1's 14 �3
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwxi.edmonds wa us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
December 5, 2006
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
Edmonds Fire Department
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Lynnwood Disposal
Comcast Cable
Waste Management Northwest
GARY HAAKENSON
MAYOR
Please be advised that the attached addresses have been added to the Edmonds address
system:
23565 741h Ave W (Lot 1) and 23575 741h Ave W (Lot 2)
Previous one parcel addressed 23609 74thAve W to be retired.
Occupancy: R3 Tax ID Number: 27043200300600
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Zulauf@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list.
Respectfully,
JoAnne Zulauf
Permit Coordinator
Edmonds Building Department
cc: Steve Lawrence, Executor Eric Sundquist
Estate of Nancy & Leonard Lawrence P.O. Box 1034
8231461h Place W. Lynnwood, WA 98046
Mukilteo, WA 98275
L\Temp\DST's\Master Letters\New Address 12/5/2006
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Delineation Mitigation Restoration Habitat Creation Permit Assistance 9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
CRITICAL AREA STUDY
FOR
LAWRENCE / CA-05-51
Wetland Resources, Inc. Project #05215
Prepared by:
Wetland Resources, Inc.
9505 19th Ave. SE
Suite 106 .
Everett, WA 98208
(425) 337-3174
For:
City of Edmonds
Attn: Meg Gruwell
121 5th Ave. North
Edmonds, WA 98020
August.17, 2005
Revision #1: September 9, 20G5
Attachment 6
TABLE OF CONTENTS
SITE DESCRIPTION
1
WETLAND CLASSIFICATION - COWARDIN SYSTEM
1
WETLAND CLASSIFICATION - CITY OF EDMONDS
1
BUILDING SETBACK
2
WETLAND DETERMINATION REPORT
2
BOUNDARY DETERMINATION FINDINGS
4
FUNCTIONS AND VALUES ASSESSMENT
4
WILDLIFE
5
USE OF THIS CRITICAL AREAS STUDY
5
REFERENCES
6
FIELD DATA
7
CRITICAL AREAS STUDY MAP
1/1
SITE DESCRIPTION
WetlandResources,.Inc. conducted a wetland delineation in July of 2005 to locate
jurisdictional wetlands and streams on the approximate 0.87 acre site located at
23609 74h Ave. W. in the,city of Edmonds, Washington. The site is located as a
portion of Section 32, Township 27N, Range 4E, W.M.
This site is accessed from the west via 74"' Ave W. The lot currently contains a
single-family residence in the western portion, with an associated outbuilding. The
property slopes to Lake Ballinger with an eastern aspect. Areas of the site not
occupied by the house consist of maintained lawn. The center of the site appears
to contain old fit[ soil. Surrounding land use consists of single-family residences to
the north, south and west, with Lake Ballinger to the east. A Category 4 Wettand
associated with Lake Ballinger is located in the eastern portion of the pro-perty.
This property is located within 200 feet of Lake Ballinger. As such, this property is
within the Suburban Residential IV Shoreline Environment. Category 4 Wetlands in
the city of Edmonds typically receive 35-foot protective buffers. The Shoreline
buffer for this area is also 35-feet.
WETLAND CLASSIFICATION - COWARDIN SYSTEM
According to the Cowardin System, as described in Classification of Wetlands and
Deepwater Habitats of the United States, the on -site wettand is classified as
follows:
Wetland: Palustrine, Emergent Wetland, Semi- permanently flooded.
WETLAND CLASSIFICATION - CITY OF EDMONDS
Under ECDC, chapter 23.50.010, the on -site wetland is classified as follows:
Wettand Category 4: This take fringe wetland associated with Lake batlinger
received a score of 25 on the City of Edmonds Welland Field Data Form. Category 4
wetlands in the city of Edmonds typically receive 35 -foot protective buffers. -
At the discretion of the Director, Critical area tracts may be required in
development proposals for subdivisions, short subdivisions, and planned unit
developments. These critical area tracts shall delineate and protect those
contiguous critical areas and buffers greater than five thousand (5,000) square feet.
The director may require that critical area tracts be dedicated to the city, to be
held in an undivided interest by each owner of a building lot within the
development with the ownership interest passing with the ownership of the lot, or
held by an incorporated homeowner's association or other legal entity (such as a
land trust), which ensures the ownership, maintenance, and protection of the tract
and contains a provision to assess costs associated therewith. (EDCD 23.40.270)
Critical Area Study Wetland Resources, Inc.
Lawrencel CA-05-51 Project # 05215
BuILDING SETBACK
Pursuant to ECDC 23.40.280: Unless otherwise provided, buildings and other
structures shatt be set back a distance of fifteen (15) feet from the edges of all
critical areas, if no buffers are required. The following may be allowed in the
building setback area:
• Landscaping
• Uncovered Decks
• Building overhangs, if such overhangs do not exceed more than eighteen (18)
inches into the setback area; and
• Impervious ground surfaces, such as driveways and patios, provided that such
improvements may be subject to water quality regulations as adopted in
Chapter 19.
WETLAND DETERMINATION REPORT
Methodology
On site, routine methodology as described in the Washington State Wetlands
Identification and Delineation Manua[ (Washington State Department of Ecology
Publication #96-94, March 1997), was used for this determination, as required by
the City of Edmonds during the permitting process. Un,der this method, the
process for making a wettand determination is based on three sequential steps:
1) Examination of the site for hydrophytic vegetation (species present and
percentage cover).
2) If hydrophytic vegetation is found, then the presence of hydric soils is
determined.
3) Determination of the presence of wettand hydrology in the area examined
under the first two steps.
Vegetation Criteria
The Washington State Wetlands Identification and Delineation Manua[, 1997 edition,
defines hydrophytic vegetation as the sum total of macrophytic plant life that
occurs in areas where the frequency and duration of inundation or soil saturation
produce permanently or periodically saturated soils of sufficient duration to exert
a controlling influence on the plant species present. One of the most common
indicators for hydrophytic vegetation is when more than 50 percent of a plant
community consists of species rated "Facultative" and wetter on lists of plant
species that occur in wetlands.
Soil Criteria and.Mapped Description
The Washington State Wetlands Identification and Delineation Manual.., 1997 edition,
defines hydric soils as those that formed under conditions of saturation, flooding,
or ponding tong enough during the growing season to develop anaerobic conditions
Critical Area Study 2 Wetland Resources, Inc.
Lawrencel CA-05-51 Project # 05215
41 0
in the upper part. Field indicators are used for determining whether a given soil
meets the definition and criteria for hydric soils.
The soils underlying the site are mapped in the Soil Survey of Snohomish Coun
M-ty
Area Washingto as Alderwood-Urban land complex, 8 to 15 percent slopes, and
Mukitteo muck.
Alderwood- Urban land complex, 8 to 15 percent slopes: This map unit is on tilt
plains. This unit is about 60 percent Aiderwood gravelly sandy toam and about 25
percent urban land. Included in this unit are small areas of Everett and Indianola
soils on terraces and outwash plains, Kitsap, soils on terraces and terrace
escarpments, and Ragnar soils on outwash plains. Included areas make up about 15
percent of the total acreage. Alderwood soil is moderately deep and moderately
well drained. It formed in glacial titt. Typically, the surface layer is very dark
grayish brown gravelly sandy toam about 7 inches thick. The upper part of the
subsoil is dark yellowish brown and dark brown very gravelly sandy toarn about 23
inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth
to the hardpan ranges from 20 to 40 inches. Permeability of the A(derwood soil is
moderately rapid above the hardpan and very slow through it. Available water
capacity is tow.
Urban land consists of areas that are covered by streets, buildings, parking lots,
and other structures that obscure or alter the soils so that identification is not
possible.
Mukitteo muck: This Soil is very deep, very poorly drained, and found in
depressionat areas. It formed in organic material primarily derived from sedges.
Typically, the upper layer is dark reddish brown muck about 4 inches thick. The
next layer is dark reddish brown and black organic material about 31 inches thick.
Included in this unit are areas of Terric Medisaprists, Orcas peat, and Mukitteo soils
that have not been artificially drained. Included areas make up about 10 percent
of the total acreage. Permeability of this Mukilteo Soil is moderate. Runoff is
ponded, and available water capacity is high.
Hydrology Criteria
The Washington State Wetlands identification and Delineation Manua[, 1997 edition,
states that "areas which are seasonally inundated and/or saturated to the surface
for a consecutive number of days greater than or equal to 12.5% of the growing
season are wetlands, provided the soil and vegetation parameters are met. Areas
inundated or saturated between 5 and 12.5% of the growing season in most years
may or may not be wetlands. Areas saturated to the surface for less than 5% of the
growing season are non -wetlands. " Field indicators are used for determining
whether wettand hydrology parameters are met.
Critical Area Study
Lawrence ICA-05-51 Wetland Re5ources, Inc.
Project ff 05215
0 0
BOUNDARY DETERMINATION FINDINGS
Category 4 Wettand: This wettand is located across the eastern side of the
property on the fringe of Lake Ballinger. Maintained lawn makes up' most of the
vegetation in this wettand. Species found in the lawn are colonial bentgrass
(A_qrostis tenuis, Fac), bird's -foot trefoil (Lotus corniculatus, Fac), white clover
(Trifolium repens, Fac) and curly dock (Rumex crispus, Fac+). Soils in this wettand
have a Munsett color of brown (10 YR 4/3) and a texture of toamy sand from 0 to 4
inches below the surface. From 4 to 18 inches the Soils have a Munsett color of
black (10YR 2/1) and a texture of muck. Soils were dry to moist during our July
2005 site investigation.
Non-Wettand Areas: Vegetation in the non-wettand portions of the site is comprised
mostly of maintained lawn. Species present include colonial bentgrass and white
clover. Typical soits in the portions of the property mapped as non -wet have a
Munselt color of dark brown (10 YR 3/3) and a texture of san ' dy loam f rom 0 to 18
inches below the surface. Soils sampled in the upland areas of the site -were dry
during our July 2005 site visit.
FUNCTIONS AND VALUES ASSESSMENT
METHODOLOGY
The methodology for this functions and values assessment is based on professional
opinion developed through past field analyses and interpretation. This assessment
pertains specifically to this site, but is typical for assessments of similar systems
common to western Washington.
FUNCTIONS AND VALUES COMPONENTS
Wetlands in western Washington perform a variety of ecosystem functions.
Included among the most important functions provided by wetlands are stormwater
control, water quality improvement, fish and wildlife habitat, aesthetic value,
recreational opportunities, and education. The most commonly assessed functions
are discussed. Assessments of these functions for the project site are provided
below.
EXISTING CONDITIONS
The on -site wettand, located along the fringe of Lake Ballinger. In this association
w . ith Lake Ballinger, the wettand provides good stormwater storage values. It also
improves water quality by filtering pollutants and sediment from overland flow
entering the take. Because the wettand is relatively small and dominated by
maintained lawn,* its water quality functions are limited. Grass is an effective means
of filtering, but aspects of lawn care such as fertilizer might limit this function.
Some opportunity for wildlife habitat. is provided by the fact that this wettand is a
fringe'habitat between the upland vegetation and the open water of Lake Ballinger.
Critical Area Study 4 Wetland Resources, Inc.
Lawrencel CA-05-51 Project # 05215
0
0
This habitat function is limited because of surrounding development. Overall, given
the proximity of development and the tack of woody vegetation, this wettand
provides a relatively tow level of functions and values.
WILDLIFE
Several species of bird were noted during our site investigation. These include
American robin, winter wren, and btack-capped chickadee. Given this wetland's
association with Lake Ballinger, other resident and migratory species would be
expected to utilize the site during some portion of their lives. No herpetofauna
were noted.
USE OF THIS REPORT
This Critical Area Study is suppli e*d to the City of Edmonds as a means of describing
jurisdictional wettand conditions, as required by the City of Edmonds during the
permitting process. This report is based largely on readily observable conditions
and to a lesser extent, on readily ascertainable conditions. No attempt has been
made to determine hidden or concealed conditions. Reports may be adversely
affected due to the physical condition of the site and the difficulty of access,
which may lead to observation or probing difficulties.
The laws applicable to.wettands are subject to varying interpretations and may be
changed at any time by the courts or legislative bodies. This report is intended to
provide information deemed relevant in the applicant's attempt to comply with the
laws now in effect.
The work for this report has conformed to the standard of care employed by
wettand ecologists. No other representation or warranty is made concerning the
work or this report and any implied representation or warranty is disclaimed.
Wetland Resources, Inc.
Louis Emenhiser
Senior Wettand Ecologist
f-ritiCal Area 5tUdy 5 Wetland Resources, Inc'
Lawrence/ CA-05-51 -
A-piect # 05215
E
REFERENCES
City of Edmonds Code Chapter 20.15B Critical Areas.
Classification of Wetlands and Deepwater Habitats of the United States. FWS/OBS-
79/31. December 1979. U.S. Department of the Interior, Fish and Wildlife
Service. Washington, D.C.
Corps of Engineers Wetlands Delineation Manual, 1987. Technical Report Y-87-1.
Environmental Laboratory. U.S. Army Engineer Waterway Experiment Station.
Vicksburg, MS.
Soil Survey of Snohomish County Area Washington United States Department.of
Agriculture, Soil Conservation Service (1978).
National List of Plant Species that Occur in Wetlands, Northwest Region. 1996.
U.S. Department of the Interior, Fish and Wildlife Service. Washington, D.C.
Washington State Wetlands Identification and Delineation Manual. Washington
State Department of Ecology. Publication #96-94. March 1997.
Criti * cal Area Study 6 Wettand Resources, Inc.
Lawrencel CA -05-51 Project # 05215
Field Data Sheet
Lawrence/CA-05-51 - WRI# 05215
Investigation Date: July 5, 2005
Pit
Depth
Texture
Color Moisture Species
%
Status
Strata
S1
0-4"
Loamy Sand
10YR 4/3 dry Agrostis tenuis
80
Fac
Herb
Wettand
4-18-
Muck
10YR 211 moist Lotus corniculatus
10
Fac
Herb
Trifoliurn repens
5
Fac
Herb
Rumex crispus
5
Fac+
Herb
Conctusion: Wettand - Parameters for hydrophytic
vegetation. hydric soils, and wettand hydrology are met.
S2
0-18"
Sandy Loam
IOYR 3/3 dry Agrostis tenuis
70
Fac
Herb
Non-Wetfand
Trifoliurn repens
5
Fac
Herb
Conclusion: Non-wettand - Parameters for hydric soils and wettand hydrology are not met.
7
Scale 1 30'
0 30 60
M
WETLAND
DATA SITES
3i
CATEGORY 4
WETLAND
35'BUFFER
CRITICAL AREA STUDY
LAWRENCE CA - 05 - 51-
EDMONDS, WA
City of Edmonds
Devetopment Services Dept.
Attn. Meg Gruwett
121 5th Avenue N
Edmonds, WA 98020
ShV
WRI Job 15
Drawn by- L Emenhiser
Date: 8/17/2005
Revision #1: 9/09105
9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
August 2., 2006
Viking Properties:
AM. Enc Sundquist
PO Box 1034
Lynnwood, WA 99w.
Re: 23609 74h Avenue W:
elcity:d Edmonds'.
ashineton.
Hello Eric
On August 1, 2006 Wk.1,4 ,.O�ourc6s Inc. viMteid the 0.87 acre site located at
23609* .74x' Avend e. Wim-"the�'t . ity.... of E__ drhon ds W.A.* The purpose of this visit was
to determine wheth&.1-Ittk" I t ced inJ60th the
Rai ad Impacted wettand,
and to'reassess:,the.W60 da ry:ftaggiad' by' WetI, and Resources, Inc. in
2005.
A total of f ive Soil. - pftt,�.-.*.,6"re.Aug acros . s. the subject site. Each pit was
approximately feeC_',6:�-.t_W_ feet__.v4de* and"t -.iee'.feet deep- In each pit a
buried sod tay 0.
e .-was.lo se�v ..'at a. de* th. of �6:1:' - i8 -inches. This appears to
P
-have been the -.;Mor o the -ptac nt.of.filt material in 2004- At'
eme
24 to 30 inches:belowwfti,�.... ii�g surface tevet, Wettand soil was observed in
the two southe.rn��oi
It appears that this.w.ett46&iot�,wat.�c(iV�--r6d with fit( well prior to 2004. Based
on. the general: to ymU6e we a* Jt appears
Vograo that the site was graded to
cr eate a leveCbUitding . 0.Ad-f0---,'c6 . nstructi . an of d . fe ext sting house. Grading again
occurred duhng1ristaltat.... 4 sewer tine thrOugh the�- center of the property.
This has. established: a bi� Udisturbance oh1his ..site.
Ah
Based on convetsati. e andowdet. - historic photographs, and
comparisons of. offisite. tb' q by to..bothlhe, nortkand south, it appears that
po
;ap
-.are; -prior to the*
the existing c6ritours. df.1'.th4'q.%',,dt - * * * t6i-� iho
e -sim sethat existed
.placement of fit U:sbit- 46-1260.4 i�`Mhi te z porborl.:bf'this wettand may have been
fitted, this a0pear's. to.h*",c-'urred.-.Welt pribr:16- any*. critical areas legislation
6
in the of Edrnondsi.,40 exern om.togutation-
pt ff
Attachment 7
U01 Itif ZVEJU
L f- U
In conctusion,-while fffl. materiat was pt.aced on the. subject site in 2004, based
on the soil pits and supplemental information it' does not appear to have had
any impact on.the subject * wetland. As a result,. the wetland boundary and
category provided, by. Wettand Re sources, Inc. in 2005 still appears to be
accurate.
Sincerely,
Louis Emenhiser
Senior Wetland Ecologist
Wettand Resourcei, Inc.
11
N
1.11 c. 1 S ()"I
July 5, 2007
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
Edmonds Fire Department
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Lynnwood Disposal
Comcast Cable
Waste Management Northwest
GARY HAAKENSON
MAYOR
Please be advised that the attached addresses have been added to the Edmonds address
system: Existing addresses of 23609 74th Ave W has been short7platted.
North Lot re -addressed as �F23565 741h Ave W and South Lot as 23575 741h Ave W ..........
0 .
Occupancy: R3
Plat File/Design Review File: S-06-0030
Tax ID Number: 27043200300600
Lot #'s: land 2
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Umbaughgci.edmonds.wa.us. Please contact me if you wish to be removed from this list.
Res ectfully,
Theresa Umbaug
Permit Coordinator
Edmonds Building Department
L\Temp\DST's\M aster Letters\New Address7/5/2007
Incorporated August 11, 1890
C-4- f.4.. LI-I.: --- T----
I
r2X
24016 23704
24002
< 'p
—._LtjltI A'
.76TRAKEW,�_.
23625 7525
7530 7531 41 i 7519 4� 23921
Z 24315
24317
7514 7515 7111 7504 23630
x 7525 7510 2
23 7507
7501 24126 7506
7502 7410
7409
23928 23706
TT
jai
7
731 'Otv to fin li I= let 'Pop ago
7225 %* et $*j Not
7219
7213
7205
7
2
72
72 3
72"5
7,
7129
CD CL 0
7'2'
03
7115 to cn
10' NO
7109
7101 oN CD
7025 to -4
.... No%
i7019 to NO
0,
7011 sip
007
70101
0
0
5/15/07
REED & ASSOCIATEINIPS
Civil & Structural Engineering
8311 212th St. SW, Edmonds, WA 98026
Oro -2793 F.ax (425) 775-2073
3) Office (425) 778
5/15/07
Architects Northwest
Attn: Zack Adams
18915 — 142nd Avenue NE
Woodinville, WA 98072
Re: R&A Job#07-303
Plan M3445A3FT-3 for Viking
Garage Retaining Wall
To Whom It May Concern:
Attached are calculations and a detail showing a structurally adequate retaining wall to resist the
loads produced by a garage slab at the above plan.
Should there be any questions or comments please contact our office.
Sincerely,
4 ///� -
Andrew Gahan, El
STREET FILE
RECEIVED
JUL 2 3�2007
BUILDING DEPARTMENT
CITY OF EDMONDS
LL
mry 1)9'Z
3
GIs-vel
NAL
EXPIRES 5-27- Of
07-303 (arrig) Letter 070515
0
0,
FRAMING PER PLAN
LOCATION BY OTHERS
WALL PER PLAN OR SW SCH
(2)— #4 CONT @ TOP
CONCRETE FOOTING
w/ #5 CONT @ 10"o/c
FRONTFILL
2*CLR
YCLR
— TOE — WALL HEEL
GENERAL NOTES:
IBC 2003 EDITION
35 PCF EQUIVILENT FLUID PRESSURE
2000 PSF SOIL BEARING PRESSURE
50 PSF SURCHARGE (SLAB)
7H PSF SURCHARGE (PARKING)
5 SACK CEMENT PER CUBIC YARD,
2500 PSI MINIMUM COMPRESSIVE STRENGTH,
MAXIMUM 6 GALLONS WATER PER SACK
GRADE 60 STEEL FOR #5 & LARGER
GRADE 40 STEEL FOR #4 & SMALLER
BACKFILL WITH POUROUS MATERIAL;
PROVIDE TEMPORARY BRACINGS AS REQ'D
UNTIL SLAB IS CONSTRUCTED AND CURED.
GARAGE SLAB PER PLAN
6"MIN
HORIZONTAL BARS:
PER SCHEDULE
VERTICAL BARS:
PER SCHEDULE
FTG DOWELS W/
STD HOOK INTO FTG: MAX HEIGHT
SAME AS VERT BAR OF BACKFILL:
SPACING PER SCHEDULE
4"0 FTG DRAIN
IN GRAVEL POCKET
BEARING
SOIL
FTG THCK
REINFORCEMENT & FOOTING SCHEDULE
MAX HEIGHT
VERTICAL
HORIZON
ITOE WIDTH
WALL WDTH
HEEL WDTH
FTG THCK
HEEL BARS
I FRONT FILL
OF BACKFILL
REINFORCEMENT
REINFORCEME-NT
FOOTING
4'-0-
14 0 16'o/c
#4 0 10-o/c
1 1'-0-
a-
4-
9-
N/A
12-
�- A -� TYPICAL CANVED FND WALL
J Scale: NTS= V-131" Section View
Title: Viking 3*
Dsgnr: amg
Job # 07-303
Date: 332PM, 15 MAY 07
Description : Single Family Residence
Scope : Ret. Wall Supporting Garage Slab
Code Ref: ACI 3`18-02, '1997 UBC, 2003 IBC, 2003 NFPA 5000
Rev: 580018
user: KW-0603603, Ver 5.8.0, 1 -Dec-2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software 07-303 (arng) viking properties - plan m3445a3
Description 4' Cantilever Ret Wall @ Garage
criteria
Retained Height
4.00 ft
Wall height above soil
0.50 ft
Slope Behind Wall
0.00: 1
Height of Soil over Toe =
20.00 in
Soil Density =
110.00 pcf
Wind on Stem 0.0 psf
Surcharge Loads
Surcharge Over Heel
78.0 Psf
Used To Resist Sliding & Overturning
Surcharge Over Toe
0.0 psf
Used for Sliding & Overturning
[�:�mmary
Total Bearing Load
2,240 lbs
... resultant ecc.
1.21 in
Soil Data
Allow Soil Bearing
2,000.0 psf
Equivalent Fluid Pressure Method
Heel Active Pressure
35.0 psf/ft
Toe Active Pressure
0.0 pSf/ft
Passive Pressure
310.0 psf/ft
Water height over heel
0.0 ft
FootingIlSoil Friction 0.400
Soil height to ignore
for passive pressure 0.00 in
Lateral Load Applied to
Lateral Load 0.0 #/ft
... Height to Top 0.00 ft
... Height to Bottom 0.00 ft
Stem construction
Design height
ft
Wall Material Above "Ht"
Thickness
Rebar Size
Rebar Spacing
Rebar Placed at
Design Data
fb/FB + fa/Fa
Total Force @ Section
lbs =
Moment .... Actual
ft-# =
Moment ..... Allowable
Shear ..... Actual
psi =
Shear ..... Allowable
psi =
Soil Pressure @ Toe
1,460 psf OK
Soil Pressure @ Heel
780 psf OK
Allowable
2,000 psf
Soil Pressure Less Than
Allowable
ACI Factored @ Toe
2,078 psf
ACI Factored @ Heel
1,110 psf
Footing Shear @ Toe
12.6 psi OK
Footing Shear @ Heel
7.4 psi OK
Allowable
85.0 psi
Wall Stability Ratios
Overturning
2.21 OK
Sliding
2.98 (Vertical Co
Sliding CaIcs (Vertical Component Used)
Lateral Sliding Force
512.7 lbs
less 100% Passive Force =
905.2 lbs
less 100% Friction Force =
621.2 Ibs
Added Force Req'd
0.0 lbs OK
.... for 1.5: 1 Stability
0.0 lbs OK
Foot ing Design Results
Toe
Heel
Factored Pressure
2,078
1,110 psf
Mu': Upward
958
0 ft-#
Mu': Downward
207
111 ft-#
Mu: Design
751
111 ft-#
Actual 1 -Way Shear =
12.58
7.41 psi
Allow 1 -Way Shear =
85.00
85.00 psi
Toe Reinforcing
None Spec'd
Heel Reinforcing
None Spec'd
Key Reinforcing
None Spec'd
Bar Develop ABOVE Ht.
Bar Lap/Hook BELOW Ht.
Wall Weight
Rebar Depth 'd'
Masonry Data
fm
Fs
Solid Grouting
Special Inspection
Modular Ratio'n'
Short Term Factor
in =
in =
in
psi =
psi =
ooting Strengths & Dimensions
fc 2,500 psi Fy = 40,000 psi
Min. As % 0.0014
Toe Width 1.00 ft
Heel Width 1.00
Total Footing Width
.W
Footing Thickness 9.00 in
Key Width
0.00 in
Key Depth
0.00 in
Key Distance from Toe
0.00 ft
Cover @ Top = 3.00 in
@ Btm.= 3.00 in
Axial Load Applied to Stem -
Axial Dead Load
427.0 lbs
Axial Live Load
687.0 lbs
Axial Load Eccentricity
0.0 in
op Stem
Stem OK
0.00
Concrete
8.00
# 4
16.00
Edge
0.352
644.8
972.2
2,759.4
8.6
85.0
12.48
6.00
96.7
6.25
Equiv. Solid Thick.
Masonry Block Type = Normal Weight
oncreLe DaLa
fc
Fy
psi = 2,500.0
psi = 40,000.0
Other Acceptable Sizes & Spacings
Toe: Not req'd, Mu < S * Fr
Heel: Not req'd, Mu < S * Fr
Key: No key defined
Title: Viking 340 Job # 07-303
Bsgnr: annq Date; 3:32PM, 15MAY07
Description : Single Family Residence
Scope : Ret. Wall Supporting Garage Slab
Code Ref: ACI 318-02,1997 LIBC, 2003 113C, 2003 NFPA 5000
Rev: 580018
User: KW-0603603, Ver 5.8.0, 1 -Dec-2003 Cantilevered Retaining Wall Design
(c)1983-2003 ENERCALC Engineering Software 07-303 (arng) viking,properties - plan m3445a3
Description 4'Cantilever Ret Wall @ Garage
Summary of Overturning & Resistinp Forces & Moments
....................................................
..... OVERTURNING ..... ..... RESISTING .....
Force Distance Moment Force Distance Moment
Item -lbs ft ft-# lbs ft ft-#
Heel Active Pressure 512.7 1.77 905.1
Soil Over Heel
146.7
1.83
268.9
Toe Active Pressure 0.81
Sloped Soil Over Heel
Surcharge Over Toe
Surcharge Over Heel
26.0
1.83
47.7
Adjacent Footing Load
Adjacent Footing Load
Added Lateral Load
Axial Dead Load on Stem
427.0
1.33
569.3
Load @ Stem Above Soil
Soil Over Toe
183.3
0.50
91.7
SeismicLoad
Surcharge Over Toe
Stem Weight(s)
435.0
1.33
580.0
Total 512.7 O.T.M. 905.1
Earth @ Stem Transitions
Resisting/Overturning Ratio 2.21
Footing Weight
225.0
1.00
225.0
Vertical Loads used for Soil Pressure 2,240.0 lbs
Key Weight
Vert. Component
110.0
2.00
220.1
Vertical component of active pressure used for so!] pressure
Total
1,553.0 lbs
R.M.=
2,002.6
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221
Website: www6edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
C Planning - Building - Engineering
December 5, 2006
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
Edmonds Fire Department
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Lynnwood Disposal
Comcast Cable
Waste Management Northwest
GARY HAAKENSON
MAYOR
Please be advised that the attached addresses have been added to the Edmonds address
system:
23565 74th Ave W (Lot 1) and 23575 741h Ave W (Lot 2)
Previous one parcel addressed 23609 741h Ave W to be retired.
Occupancy: -R3 Tax ID Number: 27043200300600
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Zulauf0a ci.edmonds.wa.us. Please contact me if you wish to be removed from this list.
Respectfully,
JoAnne Zulauf
Permit Coordinator
Edmonds Building Department
cc: Steve Lawrence, Executor Eric Sundquist
Estate of Nancy & Leonard Lawrence P.O. Box 1034
8231461hPlace W. Lynnwood, WA 98046
Mukilteo, WA 98275
L\Temp\DST's\Master Letters\New Address 12/5/2006
Incorporated August 11, 1890
Sister City - Hekinan, Japan
0
OW4 MEMORANDUM
'7�
Date: May 15, 2001
To: Interpretation File
From: Jeannine L. Graf, Building Official ale
Subject: Base Flood Elevation for Lake Ballinger
ECDC 19.97.040C states that the Building Official is the Local Flood Management
Administrator for the City of Edmonds.
ECDC 19.97.040E states that where base flood elevation data has not been provided in
accordance with ECDC 19.97.030B, the Local Flood Management . Administrator shall
obtain, review, and reasonably utilize any base flood elevation and floodway'data
available from a federal, state or other source in order to administer ECDC 19.97.050.
In researching this information the attached letter dated May 10, 2001, was received from
Willem Van Ry, P.E. from the City of Mountlake Terrace. Mountlake Terrace officials
are responsible for monitoring the lake levels and according to their documentation the
highest water surface elevation observed at Lake Ballinger was 282.5 feet (based on
NGVD 1929) taken during the 1996 December flooding event.
Therefore, for the purposes of administering the provisions of ECDC 19.97.050 the Base
Flood Elevation of Lake Ballinger is hereby established as 282.5 feet (based on NGVD
1929).
Permit applications shall be accompanied with a stamped survey showing the base flood
elevation of Lake Ballinger,(282.5 ft) and the elevation of the first (lowest) floor of the
structure.
Per ECDC 19.97.040E, ' the above established elevation is subject to change by the
Building Official upon review of additional substantiated data.
City of Edmonds (-Q Planning Division
r
05/10/2001 1 . 0: 34 425-778-6421 M I LAKL I tK k, I Y MRLL-
CITY OF MOUNTLAKE TERRACE
P%�
FACSIMILE TRANSMITTAL SHEET
TO:
Am BulEs
FROM:
Wlem H Van Ry, P.E.
COMPANY:
Cjq- of Edmonds
DATE.
05/10/01
FAX NU)9BM-
FAX NUMEL.
425.771-0221
425-778.6421
PHONE NUMBER! -
ptj ONE NUMBER:
425.771.0220 en 1380
425.744.6271
RE:
TOTAL NO. OF.PAGES [NaUDING COVER.
nood Elevation at 1Ae Ballirter
TWO
0 URGENT - DFOR REVIEW 0 PLEASE COMIENT 0 PLEASE REPLY 0 PLEASE RECYCLE
NOTEs/coMmENTS.
Attached is a copy of a letter to Mr. Bob Freiug of the Federal Ernerval-7 Mmag=mt
Administration qjmA) from me, dated Mmch 20.,19V.
Umger msd*
Earlier thisweek Ycd requested ulfOnTafiOn On the w2ter mrfam devation of Lake Ba
froin a 100jear szorlm At issm was the &vadm of a new home to be =Mucted On 2 lot abuttig the
lake.
The attached letter provides infomiation aboti water =Jace elevmons for Lake Winger remking
from a jayear storm eveInt, based on two situations. One with the fim downswurn cWvert open, the
se=d v;,th a blodwd. Ple2se review the letta
Since t
.he jew vr
a writte:N diere was a floodingevem tha rm&ng in the highest wawr swface
elevation t6t I kww to haw o==ed jn the pan tweriTsix yeam The apprommate el"ion was 282.5
are based on NGVD 1929� To asswe
fm Please be x1vised that this elevation and all other elevall=
tha there are'no discrepancies in the elevations of the proposed constrwior; and those contained in this
letter, I recommend that the elevation a the ske be ched-� with those of the Wce level cormol weir locued
on McAlw Czeek It is l=xed within theMe Temple property at the midican comer of the IA-&
Shzw� Stormwa&
Infomiation regardmg devations of the wew structure can be , Obt2in� ftom� M& L
QordirLxor for the Qty, at 425.670.8264.
I hope you find this information helpful. If you have questions, please call me at 425.744.627 L
N.
.\,ENGvEER\um BA%cr\ioD yr - elev bxhoc
98043-4697
23204 58TH AVENUE WESr. MOUNTLAKE TERRACE WA
r
05/ 10/2001 10:34 425-778-6421
4
March 20, 1987
Mr.*Bob Freitag .
Federal Emergency Management
Administration
Bothell, WA 98021-9796
MILAKL ItK t.;IY HALL
Subject: Lake Ballinger maximum Flood Elevation
Dear Mr. Freitag:
r- HIZAQ U4/ "
Please find the enclosed copy of sheet 5 of the Lake Ballinger
Restoration Project, Phase II.
DEVI-
In our telephone conversation of last week you requested my
opinion of the maximum possible flood elevation that would result
from a .100-Yea storm.; Based on my perso I nal observations of the
lake elevation during events of that magnitudell stated that,
with the present conficuration of the weir and the first
downstream culvert and"with the 60-inch culvert clear, the lake
level had not risen above an elevation of 280.0 feet. T7nder,
these conditions, an elevation of 280.5 would be a conservative.
estimate of the 100-year flood level for the lake.
If the . first culvert downstream of the weir became completely
blocked, it would cause the lake level to rise to an elevation of
approximately 283 feet before water.could again flow out of the
lake. The area it would flow through is adjacent to the creek on.
the north side, and though the enclosed plan does not show the
contours, is a broad area capable of conveyina a substantial
quantity of flow. Based on these observations, a conservative
the lake resulting from a
estimate of the maximum level of pletely blocked is 285
100-year event with the 60-inch culvert com J
feet. Please note that although the profile on plan shows the
above the 60-inch culvert to'be at an elevation'of
ground
approximately 284.3 feet, the adjacent area to the north is I at a
lower elevation.
With regards to the lake'front o ' wner with a house.a't elevation
290 feet, the possibility of lake water flowing in the structure
appears to be extremely remote and limited to events of a
magnitude much greater than.a 100-year storm..
Sincerely,
willem Van PY
Ass . ociate Engineer
wvR/dm
MaxFloodElev
CMC MOUNTLAKE TERRACE (206) 776 - 1161
23200,- S8th AVENUE WESt
)4ouNTLAxETERRAcE wAsHn#GroN 98043-4697
cMd 16b:ti� FROM:LIU PM ASSOCIATES 4254862746 TO:7783081 P.1-119
79 et��,�u
LIU & ASSOCIATES, INC
Czoot�kalengirtoeft Erefftedno Geology fafm Science
March 27, 2008
Mr. Eric Sundquist
Viking Properties, Inc. UREVUSUGN
P. 0. Box 1034
Lynnwood, WA,98046 MAR 3 12008
SU ILDING DEPARTMENT
Dew Mr. Sundquist: CITY OF C-:DmC)NDS
Subject Geotechnical Recommendations - Precast Concrete Block Wall.
Single -Family Residences
23609 — 70 Avenue West
Edmonds, Washington
L&A Job No. 7A058
INTRODUCTION
The subject residence site is bounded by 74d' Avenue West to the west, and a precast concrete
block wall is to be constructed along this side of the site to retain a cut bank and backfill. This
block wall Will be up to 4 feet maximum in height, and is to be designed for a traffic surcharge as
it is tocated next to 74th Avenue West. Presented in this report am our recommendations for the
precast concrete block wall.
GEOLOGIC SETTING AND SOIL CONDMONS.
We performed a geotechnical engineering study for the residences being constructed on the site,
with our findings of the geologic and subsufice conditions of the site presented in our 5/17/2007
geoteclimcal reporL According to the Gedoze Mw of the East Edmonds and Part of the West
Edmonds Qmadnmoes. ML4�on, by James P. Miwd, published by U. S. Geological. Survey
in 1983, the surficiat soil units at and in the vicinity of the site are mapped as Vashon Tin (Qvt)
underlain by Advance Outwash (Qva).
19213 Kenlake fftee NE - Kenmore, Washington '98028
Phone (425) 483-9134 - Fax (425) 486-2746
" P
STREt a i FILE
'W-27-2008 06:53P FROM:LIU AND PSSOCIATES
4254862746
M: 778308 P. 2/19
March 211,2008
Precast Concrete Block Wall - Single -Family Residence
1AA Job No. 7AO58
Page 2-
The Vashon till soil unit was plowed under the glacW ice during the most recent glacial period as
it advanced over an eroded, irregular surface of older formadons and sediments. It is a very
dense mixture of unsorted clay� silt. sand, graveL and scattered cobbles and boulders, often
re&mred to as "hard pae. The Vashon tiff soils over the top two to four feet are normally
weathered to a me&um-dense state, and are moderately permeabte and compressible. The
underlying fiesh. till. soils are very dense and can stand in a steep natural or verticat cut slopes for
along period.
1he advance outwash soil unit is composed of stratified sand and gravel with minor amounts- of
silt and clay, deposited by the meltwater of advancing glacial ice. It is composed of stratified,
dense, sand, gravel and occasional cobble with minor amounts of silt and clay. This soil unit,
however, was not encountered by the test pits excavated on the site.
Three test pits were excavated on the site on May 7, 2007, to depths from 5.0 to 6.5 feet to
explore the subsurface conditions of the site. Test Pit 3, located at the front (west side) of the
proposed south residence, closest to the proposed block wall, encountered a layer of topsoil about
-10- to 12 inches thick. Underlying the topsoil and relic topsoil was a layer of brown to orange -
brown weathered sods of mechan-dense, silty fine sand with a trace to some gravel, from 1.0 to
2.2 feet thick. Underlying this layer of weathered soils to the depth explored was a light -brown
to fi&-gray fresh Vashon till deposit of dense to vety-dense, sdty fine sand with some gravel
and occasional cobble. Groundwater was not encountered in this test pit
SOIL PARAMETERS FOR BLOCK WALL DESIGN
We recommend that the subject precast concrete block wall be designed for a fully dramed
condition in accordance with the following soil perimeters-
LIU & ASSOCIATES, INC.
I -CUM Wb:t0FP FRUM:LIU AND ASSOCIATES 4254862746 P. 3/19
TO:7783081
March'27',Mg
Precut Concrete Block Wall - Single -Family Residence
1AA Job No. 7AO58
Page 3
Reinforced
Retained
Foundation
Leveling
Sons,
Soils,
Soils,
Rock Base,
Crushed Rock
Sft Sand
Sft- Sand
Crushed Rock
Unit Weight, r, pcf
130
t25
125
130
Angle of Internal Friction,
40
34
34
40
0, degrees
Cohesion, c, psf
0
0
0
The block wall should be designed for a minimum factor of 1.5 against sliding and overturning
failures under the static loading condition. As the wall is located along 74'h Avenue West, it
should also be designed for a traffic surcharge of 200 psf The Puget Sound region is in an active
seismic zone and the block wall should also be designed under the seismic loading condition for
a 100-year seismic event. The peak ground acceleration is about 0.3g (g = gravfty force) for such
an event in the Puget Sound region. The block wall, however, are built with interlocking
concrete blocks with high flexibility-, and the blocks will not move in unison during earthquakes.
Therefore, for design of the block wall under the seismic loading condition, the peak ground
acceleration may be reduced to 0.2g. 1he block wall should designed for a fictor of safety of at
least 1 .1 against sliding and overtunfing failures under the seismic loading condition. The typical
sections of our design of the block walls are presented on Plates 2. The stability analyses of the
-block walls, using the SRWalt version 3.22 computer program, are presented under the
APPENDIX attached to this report.
CONSTRUCMoN
Site Preparation and Genend Grading
Vegetation should be cleared and grubbed within limits of block wall construction. Storm
runA if any, should be intercepted with ditches or interceptor trench drains, as required, and be
conveyed into a storm sewer or suitable stormwater disposal facility. A layer of clean quarry
LIU & ASSOCIATES9 INC.
j*eru',,-ci-cvu0 vo;z>-W- rKU'I;LIU HNU HbbUU1H1L5 4254862746 TO:7783081 P.4/19
March'27,2008
Precast Concrete Block Wall - Single-Farnily Residence
L&A Job No. 7AO58
Page 4
spalls should be placed over areas of fi-equent traffic, such as the access to the block wall, as
nquired, to protect the subgrade soils from disturbance by construction traffic.
KeywayTrench
The keyway trench for the block wall should be cut into undisturbed, firm, native soils or well -
compacted structural fill, capable of rendering an allowable bearing pressure of at least 3,000 psf.
The soils exposed at bottom of the keyway trench should be compacted to a non -yielding state
with a vibratory compactor. Over -excavation of unsuitable soils should be backfilled with
structural fill. A minimum 4-inch layer of 5/8-inch-minus crushed rock leveling base, compacted
to a non -yielding state, should then be placed over bottom of the keyway trench. The base -course
blocks are to be placed on this crushed rock base with an embedment at least 9 inches below the
finish grade in front of the block wall. The blocks should be stacked tightly against one another.
Drainage Control
A minimum 4-inch perforated, rigid, PVC drain line, fitted in a non -woven filter fabric sock,
should be laid in the keyway trench behind the base -course blocks of the block walL The bottom
of keyway trench and the drain line should have sufficient slope (0.5 percent minunum) to
generate flow by- gravity. The drain pipe should be tightlined to drain into a storm. sewer or a
suitable stormwater disposal facility.
WaltBackfilt
Cut bank and keyway trench cut inside the right-of-way of W Avenue West should be
backfiUed with 5/8-inch crushed rock. The crushed rock fin should be placed in URS no more
than 1-0 inches thick in loose state. Each lift of 0 should be compacted to a non -yielding state
with a vibratory mechanical compactor
LHJ & ASSOCIATES, INC.
MHK-e(-dUM 0b:tAIJ FRUM:LIU AND ASSOCIATES 4254862746 TO:7783081 P.5/19
Mmh'ZT,'2009
Precast Concrete Block Wall - Single -Family Residence
L&A Job No. 7A058
Page 5
Geogrid'Mesh Placement
Geogrid mesh shall be anchored between layers of'blocks and laid over a level ground of the wall
backfill 1he geogrid mesh should then be stretched taut and seciuely staked down before
placing the next Hft of backfdl. Overlaps of geogrid mesh in direction parallel to the wall
alignment shall be at least '12 inches, while overlaps of geogrid mesh in the direction
perpendicular to wall alignment should not be allowed.
Erosion Controt
Disturbed areas outside of the street right-of-way should be seeded, planted and landscaped as
soon as possible for erosion protection. The seeded and re -vegetated arm should be covered
with a layer of'clear plastic tarp, as required, until the vegetation is My- established. The tarps
should be securely weighted down with sandbags.
WrAll
-We are pleased to be of service to you on this project Please feel free to call us if you have any
questions regarding this report and block wall design or need further consultation.
�k G S.
Y 0� truiY1
T' �Q'-A .1
SOCLp9g, INC.
J. S. (Julian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
: EXPIRU 7117/
Attachments: 1. Plate I — Typical Wall Section and General Notes
2. APPENDIX — Stability Analyses of Block WAU
(SRWaU Computer Program Output)
LIU & ASSOCIATES, INC.
FTHR-e-(-2008 06:54P FROM:LIU AND ASSOCIATES 4254862746
i. TO:7783081 P.6-'19
8 if x1z I) '�la'
MAI,J,PR
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,:I
TYPICAL- I AM
\,-is K1 27551
!O)VAL
'EXPIREB 7/17/'?�c
NOTES
1. Construction of block wall shall proceed immediately after completion of cut bank and keyway trench.
2. The base -course blocks shall be set on a minimum 44nch layer of compacted 5/84nch crushed rock base over firm
undisturbed soils of at least 3.000 psf allowable bearing. capacity, and shall be embedded at least 8 inches below
the adjacent finish grade in front of the wall.
a A 44nch-minimum, perforated, PVC, drain pipe- wrapped in non -woven filter fabric shall be placed behind the
base -course blocks of the wall. The bottom of keyway trench and the drain line shall have sufficient slope (0.5%
min.) to generate flow by gravity� Water in drain fine shall be fightlined to discharge into a storm sewer or a
suitable stormwater disposal facility.
4. The block wall shall be backfilled with 5/84nch crushed rock after completion of each layer of blocks. The backfill
shalt be placed in lifts no more than 10 inches in loose state, with each lift compacted to a non -yielding state with
a vibratory mechnical compactor.
5. Geogrid mesh shall be laid overlevel backfill and securely anchored between the concrete blocks at one end, then
stretched tighted and.slaked down at the other end prior to placing the next lift of structural fill. Overlaps of geogrid
shall be at least in -the direction paralleling wall alignment and- not allowed in direction perpendicular to wall alignment.
LIU & ASSOCIATES, INC.
I Geolectiftal Erigineering - Engineering Geology - Earth Science
TYPICAL SECTION - BLOCK WALL
SINGLE-FAMILY RESIDENCE
23609 - 74TH AVENUE WEST
EDMONDS, WASHINGTON
I NO. 7AO58 I DATED 3r2WOM PLA
MHK-e(-dWM 06:55P FROM:LIU AND ASSOCIATES 4254862746 T0:7783081 P.7/19
APPENDIEK
Stability Analyses
Precast Concrete Block Wall
Single -Family Residences
23609 — 70 Avenue West
Edmonds, Washington
LIU & ASSOCIATES, INC.
MHH-2 T-2008 06:55P FROM:LIU AND ASSOCIATES 4254662746 TO:7783081 P.8/19
�RWall (ver 3.22 April 2002) Page 1
LN 0511135
Licensed to: Liu & Ansociates Inc.
19213 KAnlake Place NE
Kenmore MR 98028
License Yumber: 0511135
-- -- ---- ---
F'rolect rdentification:
Project Nam ! PRECAST CONCRLMM BTA= WALL
Section: 4-FOOT MRLL ALONG W sxDz �STATIC LoAcPtt4q
Data Sheet:
Owner: SER 23609 - 74TH AVEMM W, EDMMMS
Client: ERIC SUNDQUIST
Prepared by: J. S. LIU
Date: March 26 2008
Time: 07:56:23 FK
Data file:
Type of Structure: Geosynthetic-ReLnforced Seguiental Retaining Wall
Design Methodology: NCHR blethod A
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio
0.00
Wall Geometry:
Design Wall Height (ft)
4.67
Embedment Wall Height (ft)
0.67
Exposed Design Wall Height (ft)
4-0
Minimum Levelling Pad Thickness (ft)
0.5
Number of Segmental Wall Units
7
Hinge Height (ft)
4.67
Wall Inclination (degrees)
7.1
Slopes:
Front Slope (degrees)
horizontal
Back Slope (degrees)
h*rlzontal
MRR-27-2008 06:55P FROM:LIU AND ASSOCIATES 4254862746 T0:7783081 P.9/19
SRWJ11 (ver 3-22 April 2002,�
LK 0511135
Uniforml.X Distributed 5urchargres.
Live Load Surcharge (psf)
Dead Load Surcharge
200
none
Friction
Cohesion
Angle
Soil Data:
Soil Description: (psf)
(degrees)
Reinforced Soil
5/8-inch Crushed Rock N/A
40.0
Retained Soil
sand N/A
34.0
Levelling Pad Soil
5/8-inch Cru bed Rock N/A
40.0
Foundation Soil
sand 0.0
34.0
Secmental Unit Name:
Segmental Unit Data:
Cap Height (in)
none
Unit Height (Hu)(in)
8-0
Unit Width (Wu)(in)
12.0
Unit Length (in)
16.0
Setback (in)
1.0
Weight (infilled) Jlbs)
120.0
Unit Weight (infilled) (pcf)
135.0
Center of Gravity (in)
6.0
Segmental Unit Interface Shear Data:
Page 2
Unit Weight
(pcf)
130.0
125.0
130.0
125.0
Properties Ultimate Strength Criteria Service State Criteria
Minimum (lbs/ft) 500.0 500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft) 2000.0 2000.0
Geosynthetic Reinforcement Tvpes and- Number:
Type Number Name
1 3 HDFZ geosynthetic
2 0 PET goosynthetic
3 0 PP geosynthetic
Geosynthetics Properties:
Strength and Polymer Type:
Ultimate Strength (lbs/ft)
Polymer Type
Type I Type 2
3700.0 2625.0
RDPE or PP polyester
Type T
5300.0
RDBE or PP
MW-e(-2008 06:55P FROM:LIU AND ASSOCIATES
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SRWall Ner 3.22 April 2002)
Page 3
W 0511135
Reduction FaCtors:
Typ e 1
Type 2
Type 3
Creep
5.00
2.50
5.00
Durability
2.00
2.00
2.00
Installation Damage
3.00
3.00
3.00
Overall Factor of Safety
1.50
1.50
1.50
Allow4ble Strength:
Ta (lbs/ft)
Coefficient of Interaction:
Ci
Type 1 Typ e 2 Typ e 3
82.22 116.67 117.78
Typ e I Typ e 2 Typ e 3
0.7 0.7 0.7
Coefficient of Direct Sliding.-
Typ e I
Typ e 2
Type 3
Cds
0.95
0.95
0.95
0onnection Strength: Typ e, I Typ e 2"
Ultimate Strength Criterion:
Minimum
(lbs/ft)
875.0
075.0
Friction Angle (degrees)
22.0
22.0
Maximum
(lbs/ft)
3700.0
2625.0
Service
State Criterion:
Minimum
(lbs/ft)
875.0
875.0
Friction
Angle (degrees)
22.0
22.0
maximum
(lbs/ft)
3700.0
2625.0
Typ e 3
1767.0
22.0
5300.0
1767.0
22.0
5300.0
Geosynthetic-Segmental. Retaininq Wall Unit
Interface shear Stren2th: Typ e 1 Typ e 2 Type 3
Ultimate Strength Criterion.'
Minimum
(lbs/ft)
500.0
500.0
500.0
Friction
Angle (degrees)
45.0
45.0
45.0
Maximum
(lbs/ft)
2000.0
2000.0
2000.0
Service
State Criterion:
Minimum
(lbs/ft)
500.0
500.0
500.0
Friction
Angle (degrees)
45.0
45.0
4S.0
Maximum
(lbs/ft)
2000.0
2000.0
2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka)
Reinforced Soil (Ka horizontal component)
Orientation of failure plane from horizontal (degrees)
Retained Soil (Ka)
Retained Soil (Ka horizontal component)
Orientation of failure plane from horizontal (degrees)
0.155
0.146
59.14
0.207
0.185
54.49
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Page 4
LN 0511135
Results Of Exterftal Stability Analvses:
FOS
Sliding
calculated
Design Critezia
3.88
1.5
0K
FOS
Overturning
6.84
I.S
OR
FOS
Bearing Capacity
15.26
2.0
ON
Base
Reinforcement Length (L) (ft)
3.99
2.8
ox
Base
Eccentricity (e)(ft)
0.09
N/A
Base
Eccentricity Ratio (e/L-2e)
0.02
N/A
Base
Reinforcement Ratio (L/H)
0.95-
0.6
ON
Note: calculated values MEET ALL design criteria
Detailed Results of External Stability Analyses: Calculated Values:
Total Horizontal Force (lbs/ft)
424.3
Total Vertical Force (lbs/ft)
2437.9
Sliding Resistance (lbs/ft)
1644.4
Driving Moment (lbs-ft/ft)
794.2
Resisting Moment (lbs-ft/ft)
5433.1
Bearing Capacity (psf)
12232.6
Maximum Bearing Pressure (psf)
801.6
Results of Inte=&I StabilltX Analyses:
SRW Geosyn Elev Length Anchor FOS
FOS
FOS
Layer
17nit 7!vpe fft) (ft) Length Over-
Pullout
Sliding
spacing
(ft) stress
(ft)
> 1.0 > 1.0
> 1.5
> 1.5
< 3.0
3.33 1.99 1.* 0.85*
2-97
15.63
(W
2.0 4.0 2.05 0.77*
7.87
9.31
OR
2 1 0.67 4.0 2.60 0.590
11.71
6.84
on
Note: *.value does NOT MEET design criterion (3 occurrences)
DetaIled Results of Internal stabilitX Analyses:
SRW Geosyn Elev Allowable Tensile
Pullout
Sliding
Sliding
unit Type (ft) Strength Load
Capacity
Force
Capa ci ty
# (lbslft) (lbs1ft)
(lbslft)
(lbslft)
(lbalft)
6 1 3�. 33. 82.2 96.3 286.1 69.9 1091.0
4 1 2.0 82.2 106.3 836.9 100.8 1693.5
2 2 0.67 92.2 140.1 1640.2 332.8 227S.3
RestrLts of Faring StabilitV Analvses:
SRW Reel Geosynthetic EW FOS
Unit Klev Type Over- Shear
(ft) turning (peak)
> 1.5 > 1.5
7 4.0
none
6.06
24.93
6 3.33
1
2.92
12.19
5 2.67
none
2.54
-
4- 2.0
1
2.04
17.57
3 1.33
cons
1.86
-
2 0-67
1
1.63
15.0
1 0.0
1.51
-
Note: calculated values MEET ALL design criteria
Shear FOS Connection
(deformation). Connection (deformation).
1peak)
< 0.02 x Ru >:l.s < 0.75 in
OR 9.84 OR
OR 9.6 OR
ON 7.81 OK
MAR-27-2008 06:56P FROM:LIU AND ASSOCIATES 4254862746
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TO:7783081 P.12/19
Page 5
IN QSII135
Detailed Results of Facing Stability Analyses (Moment and Shear).:
SRW
Heel
Geo
Drive
Resist
Shear
Shear
Shear
unit
Elev
Type
Moment
moment
load
CapacIty
Capar-ity
0
(ft)
(lbs-ft/ft)
Ilbs-ftlft)
(lbslft)
(lbslft)
(lbalft)
+Out -in
(peak)
Ideformation)
7
4:.G
7.4
45.0
23-.7
590-.0.
590.0
6
3.33
33.4
97.5
55.8
680.0
660.0
5
2.67
none
83.6
212.3
0.0
770-.0
770.0
4.
2.0
1
163.7
334.6
49.0
860.0
860.0
3
1.33
nam
279-2
519.3
0-0
9S0.0
950.0
2
0.67
1
435.7
711.4
65.8
104&.0
1040.0
1
0.0
nom
639.0
965.0
0.0
1130.0
1230.0
Detailed ReSults of facing Stability Analyses (Connections)-
SRW
Heel
Geo
Connection
Connection
Connection
Unit
Slew
2We
Load
Capacity
Capacity
eft)
(lbalft)
(peak)
(deformation)
(lbs1ft)
(lbalft)-
3.33
1
96.3
947.7
947.7
4
2.0
1
106.3
1020.4
1020.4.
2
0.67
1
140.1
1093.2
1093.2
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a
SRWall (ver 3.22 April 2002) Page 6
LH 0511135
Prolect Identification:
Project
Name: PRECAST CONCRETE BLOCK vALL
Section: 4:--FOOT WALL ALON(; w SIDE
Data Sheet:
Owner: SFR 23609 - 74TH AVMM W, EM40NDS
Client: ERIC SUIMQUIST
Prepared by:J. S. LIU
Date: March 26 2008
Time: 07:56:23 PM
n;rt.;z. F i i a -
I'HK-cf (-M08 06:56P FROM: LIU AND ASSOCIATES 4254862746
SRWall (ver 3.22 April 2002)
LN 0511135
Licensed to:
Liu G Associates Inc.
19213 Reniake place Ng
Kenmore MR 98028
License Number: 0511135
Proje t Identification.
TO:7783081 P.14/19
Project Name: FRECKST CoffCRM BLOCK WRLL
Section: 4-FOOT vRLL ALONG W SIDS 5elsmic- LoADiwo
Data Sheet:
Owner: SFR 23609 - 74TH AVMwz w, zMMMS
Client: ERIC SMMQUIST
Prepared by: J. S. LIU
Date: March 26 2008
Time: 08:01:00 FM
Data file:
Type of Structure: Geos"thetic-Roinforced Segmental Ret&iA:Lnq Wall
Design Methodologv: NCMR Method A
Seismic AnalYsis Details:
Peak Ground Acceleration (PGA) ratio 0.20
Wall Geometr
Design Wall Height.(ft) 4.67
Embedment Wall Height (ft) 0.67
Exposed Design Wall Height (ft) 4.0
Minimum Levelling Pad Thickness (ft) 0.5
Number of Segmental Wall Units 7
Hinge Height (ft) 4.67
Wall Inclination (degrees) 7.2
Plage 1
MRR-27-2008 06:57P FROM:LIU AND ASSOCIATES 4254862746
SRWAII (ver 3.22 April 2002)
LN 0511135
Slopes:
Front Slope (degrees)
Back Slope (degrees)
Uniformly Distributed Surcharges:
Live Load Surcharge
Dead Load Surcharge
TO:7783081
horizontal
horizontal
ne
Friction
Cohesion
Angle
Soil Data:
Soil Description: Ipsf)
(degrees)
Reinforced Soil
5/8-inch Crushed Rock N/A
40.0
Retained Soil
sand N/A
34.0
Levelling Pad Soil
5/8-inch Crushed Rock N/A
40.0
Foundation Soil
sand 0.0
34.0
Segmental Unit Name,
Segmental Unit Data:
P. 15/19
Page 2
Unit Weight
(Pcf)
130.0
125-0
130.0
125.0
Cap Height (in)
none
Unit Height (Hu)(in)
9.0
Unit Width (WuHin)
12.0
Unit Length (in)
16.0
Setback (in)
1.0
Weight (i-nfilled) (lbs)
120.0
Unit Weight (infilled) (pcf)
135.0
Center of Gravity (in)
6.0
Segmental Unit Interface Shear Data:
Properties Ultimate Strength Criteria Service State Criteria
Minimum (lbs/ft) 500.0 500.0
Friction Angle (degrees) 45.0 45.0
Maximum (lbs/ft) 2000.0 2000.0
Geosynthetic Reinforcement Tvpes and Number:
Type Number Name
1 3 RDPE geosynthatic
2 0 PET geosynthatic
3 0 VP geosynthet-ic
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Page 3
GeOsYnthetics Properties:
Strength and Po�jqer Type:
Ultimate Strength (lbs/ft)
Polymer Type
Typ e I Typ e 2
3700.0 2625.0
HDPR or PP polyester
Type 3
5300.0
HIDPZ or VP
Redu-ction Factors:
Type I
Type 2
Type 3
Creep (=1.00 for seismic analysis)
1.00
1.00
1.00
Durability
2.00
2.00
2.00
Installation Damage
3.00
3.00
3.00
Overall Factor of Safety
I.So
I -SO
I.So
tDynamicl Allowable Strength:
Ta (lbs/ft)
Type 1
411.11
Cbefficien-t of interaction: Type I
Ci 0.7
Typ e 2
291.67
Typ e 2
0.7
Coefficient of Direct Sliding. Typ e I Typ e 2'
Cds 0.95 0.95
Connection Strenqth; Type 1 Type 2
Ultimate Strength Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
Service State Criterion:
Minimum (lbs/ft)
Friction Angle (degrees)
Maximum (lbs/ft)
875.0 875.0
22.0 22.0
3700.0 2625.0
875.0 875.0
22.0 22.0
3700.0 2625.0
Geosynthetic-Seqmental Retaininq Wall Unit
Interface Shear Strength:
Type I
Ultimate Strength Criterion:
Minimum (lbs/ft)
500.0
Friction Angle (degrees)
45.0
Maximum (lbs/ft)
2000.0
Service State Criterion:
Minimum Ubs/ft)
500.0
Friction Angle (degrees)
45.0
Maximum (lbs/ft)
2000.0
Typ e 2
500.0
4S.0
2000.0
500.0
45.0
2000.0
Typ a 3
598.89
Typ e 3
0-.7
I -YP e 3
0.95
Typ e 3
1767.0
22.0
5300.0
1767.0
22.0
5300.0
Typ e 3
500.0
45.0
2000.0
500.0
45.0
2000.0
MAR-27-2008 06:57P FROM:LIU AND ASSOCIATES 4254862746 TO:7783081
P. 17,19
SRWall (ver 3.22 April 2002)
LN 0511135
Coefficients of Earth Pressure and Failure Plane Orientations:
Seismic Coefficent (k(int))
0.25
Seismic Coefficent (k(ext))
0.1
Reinforced Soil (static) (Ka)
0.155
Reinforced Soil (static) (Ka horizontal component)
0.146
Reinforced Soil (static + dynamic) (Kae)
0.306
Reinforced Soil (static + dynamic) (Kaeh horizontal component)
0.288
Orientation of failure plane from horizontal (degrees)
59.24
Retained Soil (static) (Ka)
0.207
Retained Soil (static) (Kah horizontal component)
0.285
Retained Soil (static + dynamic) (Kae)
0.27
Retained Soil (static + dynamic) (Kaeh horizontal component)
0.241
Orientation of failure plane from horizontal (degrees)
49.S2
Results of External Stability (Seismic) Analvses:
Page 4
Calculated
Design Criteria
FOS Sliding
3.81
1.1
OR
FOS Overturning
6-57
1.1
OR
FOS Bearing Capacity
19.04
1.5
OR
-Base Reinforcement
Length (L) (ft)
4.0
2.8
OR
Base Eccentricity
(e)(ft)
0.09
N/A
Base Eccentricity
Ratio (e/L-2e)
0.02
N/A
Base Reinforcement
Ratio (L/H)
0.86
0.6
OR
Note: calculated values MEET ALL design criteria
Detailed'Results of External Stability Analyses:
Total horizontal Force (lbs/ft)
Total Vertical Force (lbs/ft)
Sliding Resistance (lbs/ft)
Driving Moment (lbs-ft/ft)
Resisting moment (lbs-ft/ft)
Bearing Capacity (psf)
Maximum Bearing Pressure (psf)
Results of Zateznal Stab!IIU (Selmmtc) Ana-Lyses:
SAN Geosyn Elev Length Anchor FOS FOS
Uhit Type (ft) Ift) Length Over- Pullout
(ft), stress
> 1.0 > 1.0 >
Calculated Values:
433.9
2450.0
1652.5
834.5
5484.5
12245-1
643.0
FOS Layer
Sliding Spacing
(ft)
> 1.1 < 3.0
6 1 3.33 4.49 1.9 1.65 1.75 14.16 ox
4 L 2.0 4�5 2..55 2.49 6.3 SA (W
2 1 0.67 4.0 2.98 2.29 9.1s 6.64 0K
Note: calculated values KM ALL design criteria
Note: Seismic analysis may not give the lowest factors of safety for FOS against reinforcement
over -stress in internal stabilty calculations. Be sure to check current design using static analysis
option.
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SRWall (ver 3.22 April 2002)
Page 5
4N 0311135
DO'- I led Results of Zntern8.L Stabi.UtX
Analyses:
SRW Geasyn Klev Allowable
Tensile
Pullout
Sliding
Sliding
unit 7ype (ft) Strength
Load
Capacl-ty
Force
Capacity
(lbs1ft)
(lbalft)
(.Zbslft)
(lbs/ft)
(lbs1ft)
3.33 411.1
221.7
38-7.9
77.3
1094.S
2-0 411.1
165.2
1040�5
3,91�9
1689.0
2 0.67 411.1
179.2
1640.2
343.9
2203.5
Resultm of FacIng Stability (Selsmic) Analyse.s:
SRW Heel Geosynthetic FOS
FOS
Shear
FOS
Connection
Uhit XXev lype Over-
Shear
(deformation) Connection (defoxmation)
turning
(peak)
1�peak)
> 1.1
> 1.1
< 0.02 x Ru
> 1.1
< 0.75 In
7 4.0 now 1.93
9.38
ox
-
6. 3.33 1 1-03*
4-72
ox
4.20
ox
5 2.67 none 2.0
-
-
4' 2.0 1 1.98
10.65
OR
6.10
OR
3 1.33 none 2-25
-
-
2 0.67 1 2.23
11.87
ox
6.1
ox
1 0.0 none 2.34
-
-
Note: * value does NOT MEET design criterion (I occurcences)
Detalled Results of ncing stability Analyses Of0ment and Shear):
SRW
Heel
Geo
Drive
Resist
Shear
Shear
Shear
Unit
Elev
Type
Moment
Moment
Load
Capacity
Capacity
(ft)
Ubs-ftlft)
(lbs-ftlft)
(lbs1ft)
(lbalft)
(lb3lfti
+out -in
(peak)
(deformation)
4.0
none
23r.3
45.0
70-4
590.0
590.0
3�33
1
94.6
97.5
144.2
680.0
680.0
S
2.67
nA"10
216.3
431.6
-0.1
770.0
770.0
4-
2.0
1
390.8
773.1
80.7
860.0
860.0
3
L.33
none
620.3
1396.3
-0.2
950,0
93010
2
0.67
1
907.2
2026.9
07.6
1040.0
1040.0
1
0.0
none
1253.7
2939.2
-0.2
1130.0
1130.0
Detailed Results of Facing Stability Analyses Monnections):
Sam
Heel
Geo
Connection
Connection
Connection
Blev
Type
Load
Capacity
Capacity
(lbolft)
(peak)
(deformation)
11bs1ft)
(lbs1ft)
3.33
1
221.7
947.7
947.7
2.0
IGS.2
1020.4
1020.4
2
0.67
179.2
1093.2
1093.2
06:58P FROM:LIU AND ASSOCIATES 4254862746 TO:7783081 P.19/19
SRWall (ver 3.22 April 2002) Page 6
LN 0511135
7-1 degrees
4-67 ft
Type I
0.67 ft
Type I
-0.5 ft 4.0 ft
-Project 1-dentification:
Proj ect
Name: PRECAST CONCRETE BLoCIK W=
Section: 4-FOOT W.LL ALoNG w SIDE
Data Sheet:
Owner: SFR 23609 - 74TH AVMWE W, zDMONDS
Client: ERIC SUNDQUIST
Prepared by:J. S. LIU
Date: March 26 2008
Time: 08:01:00 PH
Data file:-
WE
�4
Ln
Ln
IN
00
r"
C>
Cn
Ln
co
Ln
00
'tot
t_ Ifll I
TRACT 999
STREET DEDICATION
STABILIZED CONSTRUCTION
ENTRANCE PER #E1.2
EMERGENCY VEHICI F
TURNAROUND
AREA ONLY
27043200200400
JOHN R. EASON/JAYMIE C. SCHADE
CLEARING
LIMIT
FILTER FABRIC (TYP.)
FENCE PER #E1.1
N 88*16'26" W
0)
L �T 1
CONNECT\To
FY Allczinr- 'CiAID
100 YEAR FLOOD PLAR
LIMIT - ELEVATION = '
PER CITY OF EDMONDS
±242.38'
60 EX. 8"�SA\Ntf-ARY SEWER NORTH LINE OF
I INVERT NOT FIELD SURVEYED), GOVERNMENT LOT 6
NVI.
\ wt_- 2
1
LO
0-0
PROPOSE PRIVA (D
M I
DRAINAG_ 6EASEME 0- < 0
z
_j
A, A, �-- 0
LLJ LLJ
LL_
LL_
23 _j
LL
7- 27
40
0
< 0
WL-3
_j
LLJ
\<LLJ <
C)
Li
LL'
Q)
5
�Sr_a ice me_t4l m rw,4d JoLofz AM"'OVED PI-ANNIN
Umtl/
�.` �01�
L N -5h"Ifbe.
OITY 0�'__ FD1VA0NW_'
-0a, Zon
t
Leltash Reauired Uad
Front
Sides 0/
SCALE 1"=20' R e taur A^
Other b �o k�
E�Lht
0' 20' 40'
REicEmEE)
DATUM POINT MPORARY SITE BENCHMARK (TBM) APPLICAN
TOP OF BRASS SURFACE MONUMENT IN CASE AT TH R . AILROAD SPIKE SET IN POWER POLE ERIC SUNDQUIST JUL 232007
INTERSECTION OF 236TH STREET S.W. &, 76TH ON SOUTH PROPERTY LINE HLRP 42 197 P.O. BOX 1034 BU'LD'N I G DPPARTMEUT
LYNNWOOD, WA 98046
AVENUE W. (CITY OF MOUNTLAKE TERRACE CONTROL ELEVATION= 310.87 PH: 206-909-6940 C'TY Qp EDMONDS
POINT NO. 76-15, 1991) HEIGHT CALCULATION rR- EE1" FILE
ELEVATION : 346.28 LOT COVERAGE APPROV] AS NaTED
DATUM : NGVD 1929 ELEVATION A :298.83 b
B :298.27 LOT AREA =16,640 SF (0.382 AC) I INEER
NOTES C :289.54
D :291.68 HOUSE FOOTPRINT = 1904 SF
JUL 2 3 2007.
1. THERE ARE NO EXISTING ONSITE WATER COURSES. TOTAL 1,178.32 EX GARAGE FOOTPRINT = 423 SF
2. ALL ROOF DOWNSPOUTS SHALL BE TIGHTLINED TO MEAN GROUND ELEVATION 1,178.32+4=294.58 GARAGE ADDITION = 260 SF PLAN CHECK #2007-XXX
Dat
DETENTION SYSTEM. MAXIMUM ALLOWED HEIGHT 294.58+25=319.58 COVERED ENTRY PORCH 43 SF
3. GRADING: CUT=496 CY: FILL=496 CY PROPOSED HEIGHT : 319.48 (0.1' BELOW MAXIMUM) DECK/STAIRS = 364 SE LOT 1 PLOT PLAM-74TH AVE SHORT PLAT.
-BRIEF LEGAL DESCRIPTION - PROPERTY ADDRESS TOTAL = 2994 SF (17.99%)
A PORTION OF GOVERNMENT LOT 6, SECTION 32, '23ft9-74TH AVENUE W. IN NW1/4, SW1/4, SEC. 32. T.27N. R.4E.,W.,M.
TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., IN EDMONDS, WASHINGTON 98026 IMPERVIOUS SURFACES CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON. PROPOSED HOUSE/GARAGE/PORCH ROOF OUTLINE =3059 SF 0=11111111111111I Lovell-Saueriand & Associates, Inc.
ASSESSORS PARCEL NO.- SOILS CLASSIFICATION PROPOSED COVERED PORCH = 43 SF Enginears/Surveyors/Planners/Development Consultants
27043200300600 PROPOSED LANDING/WALK = 168 SF NOV 2 0 2007 m e-mait info@lsaengineedq.com web. Isaengineering.com
MUKILTEO MUCK PROPOSED PAVEMENT = 332 SF 19400 33rd Avenue W., Suite 200 Lynnwood, TA 98036 (425)775-1591 (425)672-79M
U.S.C.S.. GROUP #34 BLWN
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27043200200400
JOHN R. rEASON/JAYMIE C. SCHADE
100 YEAR FLOOD PLAIN
FILTER FABRIC (TYP.) LIMIT - ELEVATION = 282.5
NCE PER #E1.1 PER CITY OF EDMONDS
8 8'16'2 6 " W
- - 7 ±242.38'
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as
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SITE BENCHMARK I (TBM)
TOP OF BRASS SURFACE MONUMENT IN CASE AT THE
RAILROAD SPIKE SET IN POWER POLE
INTERSECTION OF 236TH STREET S.W. & 76TH
ON SOUTH PROPERTY LINEjkHLRP 42 197
AVENUE W. (CITY OF MOUNTLAKE TERRACE CONTROL
ELEVATION= 310.87
POINT NO. 76-15, 1991)
HEIGHT CALCULATION
ELEVATION : 346.28
DATUM : NGVD 1929
ELEVATION A :298.83
B :298.27
NOTES
C :289.54
D :291.68
1. THERE ARE NO EXISTING ONSITE WATER COURSES.
TOTAL 1,178.32
2. ALL ROOF DOWNSPOUTS SHALL BE TIGHTLINED TO
MEAN GROUND ELEVATION : 1,178.32+4=294.58
DETENTION SYSTEM.
MAXIMUM ALLOWED HEIGHT : 294.58+25=319.58
3. GRADING: CUT=496 CY: FILL=496 CY
PROPOSED HEIGHT : 319.48 (0.1' BELOW MAXIMUM)
-BRIEF LEGAL DESCRIPTION_
PROPERTY ADDRESS
A PORTION OF GOVERNMENT LOT 6, SECTION 32,
-a2z�� 74TH AVENUE W.
TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., IN �,35C(T
EDMONDS, WASHINGTON 98026
SNOHOMISH COUNTY, WASHINGTON.
ASSESSORS PARCEL NO.-
0
SOILS CLASSIFICATION
27043200300600
MUKILTEO MUCK
U.S.C.S. GROUP #34
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APPLICANT/OWNER
ERIC SUNDQUIST
.P.O. BOX 1034
LYNNWOOD, WA 98046
PH: 206-909-6940
LOT COVERAGE
LOT AREA : =16,640
SF (0.382 AC)
HOUSE FOOTPRINT =
1904 SF
EX GARAGE FOOTPRINT =
423 SF
GARAGE ADD111ON =
260 SF
COVERED ENTRY PORCH
43 SIF
DECK/STAIRS =
364 SF
TOTAL =
2994 SF (17.99%)
IMPERVIOUS SURFACES
PROPOSED HOUSE/GARAGE/PORCH ROOF OUTUNE
PROPOSED COVERED PORCH
PROPOSED LANDING/WALK
PROPOSED PAVEMENT
RECEIVED
JUL 213 '2007
1
BUILDING D&ARTMENT
C47Y OF EDMONDS
CITY COPY
JUL 2 3 200'
PLAN CHECK #2007-XXX
';40V 2 0 2007 LOT 1 PLOT PLAM-74TH AVE SHORT PLAT
allbWSPE O&ENT IN NW1/4, SW11/4, SEC. 32. T.27N. R.4E.,W.M.-
CITY OF EDMONDS
=3059 SF Lovell—Sauerland & Associates, IrLe.
= 43 SF Engineers/Surveyors/Planners/Development Consultants
= 168 SF e-mail:- info@lsaengineering.com web: 1saen&eering.com
= 332 SF 19400 33rd Avenue X, Suite 200 Lynnwood, TA 98036 (425)775-1591 (425)672-7998 fax
B. I scm ' .4859
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