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SIDE SEWER AS BUILT DATED:
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fp CITY OF EDM A 80"
121 5TH AVENUE NORTH - EDMONDS,WA 8020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED ENG20070387
WATER METER RECORD
Permk Number: ENG20070387
Job Address: 23575 74TH AVE. W, EDMONDS
ERIC SUNDQUIST
PO BOX 1034
LYNNWOOD. WA 98046
DESCRIPTION OF WORK:
Water rneter relocation
METER SUE: I
• NEW SERVICE FROM CITY MAIN TO PROPERTY LINE
• ASPHALT/CONCRETECUT
• FINAL PATCH BY CONTRACTOR
OWNERNAME: SUNDQUIST, ERIC
BILLINGADDRESS: PO BOX 1034 LYNWOOD, WA 98047
LICENSE #: EXP:
INSTALLATION FEE: $0.00
CONNECTION FEE: $0.00
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* COMBO FIREIDOMESTIC BACKFLOW ASSEMBLY REQUIRED
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DATE OF WORK: WORK BY -
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ISSUED
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ENG20070387
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PHONE: (425) 771-0220 - FAX: (425) 771-0221
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STATUS: ISSUED
Permk Number: ENG20070387
Job Address: 23575 74TH AVE. W, EDMONDS
ERIC SUNDQUIST
PO BOX 1034
LYNNWOOD, WA 98046
. LICENSE #: EXP:
JOB Dt.NCRIPTION
DESCRIPTION OF WORK:
Water meter relocation
MEETER SUM:
NEW SERVICE FROM CITY MAN TO PROPERTY LINE INSTALLATION FEE: $0.00
ASPHALT/CONCRETECUT CONNECTION FEE: $0.00
FINAL PATCH BY CONTRACTOR STREET CUT DEPOSIT: $0.00
OWNERNAME: SUNDQUIST, ERIC
BILLINGADDRESS: PO BOX 1034 LYNNWOOD, WA 98047
ENG20070387
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MANUFACTURER!S #:
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WATER SUPPLIER.
ISSUED
TYPE OF REPAIR
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FN-7 Concrete Sidewalk
FN--1 Concrete Curb
AREA REPAIRED
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(0 Ft X 0 Ft ) = 0 Sq. Yds
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Total Repair Costs:
Less Street Cut Deposit:
Invoice/Refund:
ENG20070387
REPAIR COST
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SUNDQUIST xxxxxxxx NTS
DATE INSPECTED: INSPECTED BY: DATE DRAWN: DRAWN BYt
10/23/07 � E.SIBREL � 10/23/07 J.COLLINS
PLANNING DATA
SINGLE FAMILY RESIDENTIAL
11 S TR EE T :H:L�E: ] I
Name:
Date:
Site Address:
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Plan Check #:
I
Project Description: Necz� c le_ r\ C-e-
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1 Corner Lot: (YES
Flag Lot: (YES
Critical Areas Determination #: QRA-;;LooS-QCx5J
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Required Setbacks
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Side:
I
Rear:
E
Actual Setbacks
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ADU Created: (YES /0
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I
GEOTECHNICAL ENGINEERING STUDY
PROPOSED TWO SINGLE-FAMILY RESIDENCES
23609 —74 T" AVENUE WEST
EDMONDS, WASHINGTON
L&A Job No. 7AO58
Date: May 17, 2007
Prepared for:
Mr. Eric Sundquist
Viking Properties, Inc.
P. O.Box 1034
Lynpwood, Washington 98046
Prepared By:
Liu & Assoc ' iates, Inc.
19213 Kenlake Place ME
Kenmore, Washington 98028
S I nEET FILE
RECEIVED
MAY 18 2007
BUILDING DEPARTMENT
QTY OF EDMONDS
LIU & ASSOCIATES9 INC.
iical Engineering Engineering Geology Earth Science
May 17,2007
Mr. Eric Sundquist
Viking Properties, fnc.
P. 0. Box 1034
Lynnwood, WA 98046
Dear Mr. Sundquist:
Subject: Geotechnical Engineering Study
Proposed Two Single -Family Residences
23609 — 74h 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 nutigation, 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
May 17, 2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 2
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-ft-amed structures supported on perimeter
concrete walls and interior load -bearing walls and columns, with a daylight basement un
derneath.
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 stormwater 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. Stormwater 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
i
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.
LIU & ASSOCIATES, INC.
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May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 3
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
excavating 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 written report to present our findings, conclusions, and recommendations.
SITE CONDITIONS
SURIFACE CONDITIONS
The site has a frontage of about 102 lineal feet along 74th 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.
'Me western slope is dotted by mature evergreen trees. The 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.
LIU & ASSOCIATES, INC.
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 4
GEOLOGIC SETTING
The Geologic Map 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
several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to
the Puget Sound Lowland is referred 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.
LIU & ASSOCIATES.) INC.
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 5
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 test 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
LIU & ASSOCIATES, INC.
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 6
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 RECONVqENDATIONS
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.
LIU & ASSOCIATES, INC.
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 7
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 till 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 drapi the western moderately -steep slope may be'eroded if devoid of vegetation
Ing
cover and overly saturated. Prolonged erosion may cause the surficial weaker soils on this slope
LIU & ASSOCIATES, INC.
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May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 8
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 o n 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 fully loaded dump truck or water truck. During construction,
storm rtmoff 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
LIU & ASSOCIATES, INC.
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May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 9
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 fi-equent traffic, as
required, to protect the subgrade soils from disturbance by construction traffic. Silt fences
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 1-1/4H: 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 fresh 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. Perma . nent 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
LIU & ASSOCIATES, INC.
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May 17 2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 10
fill embankments should be no steeper than 2H: IV. Upon completion, the sloping face of
permanent fill embankments should be thoroughly 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 constr uction. If groundwater seepage is encountered, the
construction should be immediately hatted and the slope stability re-evaluated. The 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
LIU & ASSOCIATES., INC.
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page I I
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 Djy Density
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.
LIU & ASSOCIATES, INC.
0 0
May 17, 2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 12
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 foundations 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 RETAEWNG 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 movernent, may be designed for active soil pressure. We
LIU & ASSOCIATES, INC.
May 17,2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 13
recommend that an at -rest soil pressure of 45 pcf EFD (equivalent fluid density) and an active
soil pressure of 35 pef 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 overturnin failures.
9
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 recontmended in the DRAINAGE
CONTROL section of this report� 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 E IWORK and the STRUCTURAL FILL sections
of this report. Where moisture control is critical, the slab -on -grade floors should be placed on a
LIU & ASSOCIATES, INC.
May 17, 2007
Proposed Two Single -Family Residence
L&A Job No. 7AO58
Page 14
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-n-til plastic membrane, be placed over the capillary break to keep moisture from migrating
upwards.
DRIVEWAY PAVEMIENT
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 fully -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 minimum, 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 quicklyand 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
LIU & ASSOCIATES, INC.
May 17, 2007
Proposed Two Single -Family Residence
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. T�he subdrains should consist of a 4-
inch-minimum-diameter, perforated, rigid, drain pipe, laid a few inches 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 amvel nnmnli-ti-lu xxa,,—A
non -woven filter fabric to within about 12 inches of finish grade. The remaining trenches may be
LIU & ASSOCIATES, INC.
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 I . ine systems. 'Me 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.
May 17, 2007
Proposed Two Single -Family Residence
L&A Job No. 7AO5 8
Page 17
Our recornmendations 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 finther consultation.
'PXF4RES 7/171
Five plates attached
Yours very truly,
LIU & SSOCIATES, INC.
J. S. (IjuiSain") Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
LIU & ASSOCIATES, INC.
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LIU & ASSOCIATES, INC.
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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
GRAINED 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. 260 SIEVE 50% OR MORE ORGANIC OH ORGANIC SILT, ORGANIC SILT
HIGHLY ORGANIC SOILS PT PEAT AND OTHER 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
APPEARANCE OF SOILS, AND/OR TEST DATA. WET - VISIBLE FREE WATER OR SATURATED,
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
I I
Geotechnical Engineering, - Engineering Geology �-Earth Science
PLATE 3
Logged By: JSL
TEST PIT NO.
Date: 517/2007
(' mi ind 171
Depth
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
OL
Tall gra�s on surface
Dark -brown, loose, organic, silty fine SAND, with fine roots and
_�
Sk—
charred wood gments. mqjLtffOE5
2
Orange -brown, medium -dense, silty fine SAND, trace to some
SM
—
Lgravel, njo�ist
_I
Light -brown to light-grWy mottled7dense t� v�e-dense, gravelly,
silty, fine SAND, weakly -cemented, moist (fresh VASHON TILL)
4
5
6
7
Test pit terminated @ 5.0 ft, groundwater not encountered.
8
9
110 1
TEST PIT NO. 2
Logged By: JSL Date- 1;17/9nn7
Depth
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
(rOPSOIUFILL)
SM
2
6L
Orange-6rown. Io6se to rn�dium-dense, silty fine SAND, trace
--V_qravel, moist ( ILL)
3
SM
Dark -brown loose organic silty fine SAND, with charred soils,
_CM0_ist 'cTOP'SOIL)
---
4
Orange -brown, medium -dense, silty fine SAND, trace gravel, moist
6
Light -brown to light -gray mottled, dense to very -dense, silty fine
SAND, some gravel and occasional cobble, weakly -cemented,
S�F
moist (fresh VASHON TILL)
8
Test pit terminated @ 6.5 ft, groundwater not encountered.
9
110 1
1
1
LIU & ASSOCIATES, INC.
Geotechni ;at Engineering - Engineering Geology - Earth Science
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0
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 Gruwett
121 5th Ave. North
Edmonds, WA 98020
August.17, 2005
Revision #1: September 9, 2005
Attachment 6
TABLE OF CONTENTS
SITE DESCRIPTION
WETLAND CLASSIFICATION - COWARDIN SYSTEM
WERAND CLASSIFICATION - CITY OF EDMONDS
BUILDING SETBACK
WETLAND DETERMINATION REPORT
BOUNDARY DETERMINATION FINDINGS
FUNCTIONS AND VALUES ASSESSMENT
WILDLIFE
USE OF THIS CRITICAL AREAS STUDY
REFERENCES
FIELD DATA
CRITICAL AREAS STUDY MAP
2
2
4
4
5
5
6
7
1/1
SITE DESCRIPTION
Wettand Resources, Inc. conducted a wettand 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 (awn. The center of the site appears
to contain old fill soit. 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�pert __
Y.
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. I
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:
Wettand: Patustrine, Emergent Wettand, Semi- permanently flooded.
WETLAND CLASSIFICATION - CITY OF EDMONDS
Under ECDC, chapter 23.50.010, the on -site wettand is classified as follows:
Wettand Category 4: This take fringe wettand associated with Lake Ballinger,
received a score of 25 on the City of Edmonds Wettand Field Data Form. Category 4
wetlands in the city 9f 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 (5,090) 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 Stud� Wetland Resources, Inc.
LowrenceICA-05-51 Project # 05215
0
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 Manual (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 Manual, 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 soit 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 "Facuttative" and wetter on lists of plant
species that. occur in wetlands.
Soil Criteria and.Mapped Description
The- Washington State Wetlands Identification and Det - ine'ation 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 Wetiond Resources, Inc.
Lawrencel CA-05-51 Project # 052 15
9 6
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 SurveV of Snohomish Count
Area Washingto as Alderwood-Urban land complex, 8 to 15 percent slopes, and
Mukitteo muck.
Atderwood- Urban land complex, 8 to 15 percent slopes: This map unit is on tilt
plains. This unit is about 60 percent Alderwood gravelly sandy loam 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
wet( drained. It formed in glacial tilt. Ty katly, the surface layer is very dark
grayish brown gravelly sandy loam about 7 p inches thick. The upper part of the
subsoil * is dark yellowish brown and dark brown very gravelly sandy loam 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 Alderwood soil is
moderately rapid above'the hardpan and very slow through it. Available water
capacity is low.
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 Mukitteo soil is moderate. Runoff is
ponded, and available water capacity is high.
Hydrology Criteria
The Washington State Wetlands Identification and Delineation Manual, 1997 edition,
states that- 7areas 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 3 Wettand Resources, Inc.
Lawrence/ CA-05-51 Project # 05215
BOUNDARY DETERMINATION FINDINGS
Category 4 Wettand: This wettand is located across the eastern side of the
property on the fringe of Lake Ballinger. Maintained [awn makes up' most ' of the
vegetation in this wettand. Species found in the (awn are colonial bentgrass
(Agrostis 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 Mu6sett 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 -Wetland Areas: Vegetation in the non -wettand -portions of the site is comprised
mostly of maintained [awn.. Species present include colonial bentgrass and white
clover. Typical soils 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 from 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. J
EXISTING CONDITIONS
The on -site wettand, located along the fringe of Lake Ballinger. In this association
ts
with Lake Ballinger, the wettand provides good stormwater storage values. It a o
improves water quality by filtering pollutants and sediment from overland flow
entering the take. Because the wettand is relatively small and dominated by
maintained tawn,* its water quality functions are limited. Grass is an effective means
of filtering, but aspects of tawn 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
E
This habitat function is limited becauseof surrounding development. Overall, given
the proximity of development and the lack 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 wettand'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 supplied 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 readity*ascertainab-te 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 wetlands 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.compty with the
taws 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
Critical Area Study. 5 Wetland Resources, Inc.
Lawrencel CA-05-51 Project # 05215
0
REFERENCES
City of Edmonds Code Chapter 20.1513 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 ff96-94. March 1997-
1
Critical Area Study
Lawrencel CA-05-51
Wetland Resource5, Inc.
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 413 dry Agrostis tenuis
80
Fac
Herb
Wettand
4-18"
Muck
10YR 2/1 moist Lotus corniculatus
10
Fac
Herb
Trifolium repens
5
Fac
Herb
Rumex crispus
5
Fac+
Herb
Conctu sion: Wettand - Parameters for hydrophytic
vegetation. hydric soits, and wettand hydrotogy
are met.
S2
0-18'
Sandy Loam
IOYR 3/3 dry Agrostis tenuis
70
. Fac
Herb
Non-Wettand
Trifolium repens
5
Fac
Herb
Conclusion: Non-wettand - Parameters for hydric soits and wettand hydrology are not met-
7
low
CRITICAL AREA,STUDY
LAWRENCE CA - 05-51
PORTION OF SECTION 32, TOWNSHIP 27N. RANGE 4, W.M.
Scale 1 30'
0 30 60
uj
10
t- I E.G A R
WETLAND
QD DATA SITES
%4
EX. PIER
CATEGORY 4
WETLAND
35'B.UFFER
UK
Ddfi�tvm I Crenim I Frn�t �V�
9505 19th Avenue S.E. Suite 106 E'e-ti-Wishinqton 98ZO8
Phone: (425) 337-3174
Fax: (425) 337-3045
Email: mailbox@wettandrf,�iiurces.com
CRITICAL AREA STUDY
LAWRENCE CA - 05 - 51
EDMONDS, WA
City of Edmonds Sheet 1 /1
Devetopment Services Dept. WRI Job #05215
Attn. Meg Gruwell Drawn by: L. Emenhiser
121 5th Avenue N Date: 8/17/2005
Edmonds, WA 98020 Revisian #1: 9/09/05
Wetlalid',
DefineaVon 1 Migation / Restora6an i Habit;M Asslatfince
I
August 2., 2006.'.
9505 19th Avenue/S.E.
Suite 106
Evereft, Washington 98208
(425) 337-3174
Fax (425) 337-3045
Viking Properties..
Attn. Enc-Sun�dq'L"A`st
PO Box 1034
Lynnwood, WA 98W
Re: 23609 74th Avenue Vi-ft--Ifie city:of Edmonds�.'-iMashington_
Hello Eric
On August 1, 200� WettaM,:R6sqdr.ces, Inc. visited-the.0.87 acre site located at
23609'740 -Avenue Wim.lhe�.- of -:Edrtionds'; -W -.::-T.he purpose of this visit was
A
to determine wKether.: ed inJO 4
ffq--.�.MA�4�dat Ptac 004-bad impacted the-wettand,
f(agge-d -by-Wetland -Resources, Inc. in
and to reassess:thp wetij�tjjdi'bbundary
2005.
re-.. ug, ace
A total- of Jive -soitPJ;t!�-:-*6* Moss. the -subject site. Each pit was
approximatet)r,:two'-'fL-6t-*�q,y�.�-. '--mnd6'arid;i�'
� eet, e6e.-feet deep.- In each pit a
f
buried sod (ayer'Was ob�ecy'led,.Iat a. -,,.de* th.of -.6':to-..! 8 inches. This appears to
P
bavebeen the ground tuil the plac.e4n.entof.filt material in 2004- At'
t n surface .(evel; wettand soil was observed in
24 to 30' inches: belo Nw:
the two southeMsoil--Ofts-..�-:: "..-
It appears that this' with fitt well prior to 2004. Based
on. the generattopograoy� Ihe.- area.,it- appears�-- O.at the site was graded to
'k(. ng - p.;i on of -the e
create a. le,�e( bLo x
(�ting house. Grading again
occurred during:ina.a_
ttatidh,&-.�v'sewer 1-Jue throu."gh the-. center of the property.
This has. estabtish-e-, d.: a bi� .disturbance
Based on convet'sati- the' ---.--(and ownet - hi's't.oric photographs, and
comparisons'of off.- om
site. toW phy m.both1he north and south, it appears that
theexistirig C*o*fitaurs-of.,�-Oi��, te -,a re:-sirn. fl-ar: to-.1bose that existed -prior to the*
ent of -fit.l.."S - if(-- -i*hi wetland may have been
ptacern oil -_'2604 WA�_pot
filled, this appear.s'to-.hatvqi*.`. rred-.-.-
Wq.lt pndr.A.6 any crititat areas legislation
in the city'of Edmonds,.�.��aiitherefore. exemptfrorii-Ogutation. -
Attachment 7
----------
In. conclusion, while fill matefia( was placed on the. subject site in 2004, based
on the soil pits and sulpoterviental information it* does not appear to have had
any impact on. the subject.wettand- As a resu* tt,. the wettand boundary and
category provided by -Wettand Resources, Inc* in 2005 still appears to be
accurate.
Sincerely,
Louis Emenhiser
Senior Wettand Ecologist
Wettand Resources, Inc-
11) c. 1 S 9,3
May 2, 2008
-0
CITY OF EDMONDS
.0
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
'I
GARY HAAKENSON
MAYOR
Please be advised that the lot addressed as 23575 7411, Ave W has been changed to 23577
741h Ave W.
Occupancy: R3 Building Permit #: BLD2007-0551
Tax ID Number: Not yet assigned (Short Plat S-2006-30), Parcel from Short Plat
27043200300600 (Lot 2)
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Umbaugh@bcJ.edmonds.wa.us. Please contact me if you wish to be removed from this
list.
Respectfully,
Theresa Urnbaugh
Permit Coordinator
Edmonds Building Department
1-\Ternp\DST's\N4as1er Letters\New Address5/2/2008
Incorporated August 11, 1890 0
Sister Citv - Hekinan. Jar)an
0 0
P.1
April 30, 2009
Jeanine Graff
Building official
CitY of Edmonds
Dear Jeanine,
I Would like to change my new address at 23575-74 Ave. W. to 2' )577- Please consider
this a request to do so.
Sincerely,
Eric Sundquist
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PREET FILE
CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425)771-0220
PROPERTY ADDRESS:-23575 74 Ave. W., Edmonds WA
TAX ACCOUNT PARCEL NUMBER:
LEGAL DESCRIPTION:- Lot 2, Edmonds Short Subdivision S-06-30
It is hereby determined that pursuant to Chapter 17.40 of the Edmonds Community Development Code the
property identified above contains a nonconforming (check only one of the following):
USE BUILDING X LOT
SIGN
Description of legal nonconforming use, building, lot or sign (describe in detail): The structures include a 32
ft. long by 8 ft. wide dock and a 12 ft. by 12 ft. gazebo.
This determination was made based on the following information and documentation: The Hearing
Examiner, in case #APL-06-04, effectively allowed for the continued use of the gazebo and dock structures on Lot
2, Edmonds Short Subdivision S-06-30.
Date Annexed: Date Constructed:
Zoning at Time of Annexation Occupancy Group:
No. of Stories: No. of Units:
This determination is made with the understanding that the status of the parcel may be altered by
amendments to the Edmonds Community Development Code (ECDC) adopted subsequent to the issuance of
the determination and provided that the City shall not be liable for damages for its action to amend the
ECDC affecting this determination. This determination shall be null and void if any activity, action, or
omission as listed in ECDC Chapter 17.40 occurs which would terminate the nonconforming status. This
includes, but is not limited to, alteration to the nonconforming use, building, lot or sign not in accordance
with the requirements of the Edmonds Community Development Code, including required approvals and
permits.
List Attached Documents: Hearing Examiner Decision APL-06-04.
E-1,
Owner of Record:
10-5`07
(NAMt) &/ (SIGIZATUP)
(DATE RECEIVED)
Issued by:
yv-y
IAO) ,,I �
(NAME)
aze dz:: �
(TITLE)
/
145-7
(SIGNATURE)
-ZQ1
(&TE)
Supervisor oncurrence:
13�
AME)
(TITLE
�/
/ 6 -7
(SIGNATURE)
(DATE)
NOTAUTHORIZED FOR RECORDING
LegalNonconLandUse Sundquist.doc
%earing Examiner Decision
Case No.: APL 06-04
Page 9
but the review process would have involved staff, the Planning Board and the City
Council before the new Plan or the Code revisions were adopted. Since the provisions
show up in neither the Plan nor the Code, it is difficult to argue that was the intent of the
City. The Examiner concurs with the appellant's arguments, and therefore, this
conditions should be eliminated.
4. Engineering Requirements: The appellant requested the addition of a condition
allowing for revisions to the Engineering Requirements (Attachment 4 of S-06-30) with
the Engineering Division's approval.
Staff Response: Lyle Chrisman, Engineering Program Manager, reviewed this appeal to
detennine if there should be any changes to the Engineering requirements of the
preliminary short plat approval. Mr. Chrisman waived the requirement to construct a
five-foot wide sidewalk along the property frontage. All other Engineering requirements
are still necessary.
Hearing Examiner Response: The Examiner concurs with the staff response.
DECISION:
Based upon the foregoing findings and conclusions, the appeal is partially upheld. The staff
conditions found in the approval of the subject short subdivision (Exhibit 1, Attachment B) are
hereby modified as follows:
1. Condition I.B. Lb is hereby modified to read as follows:
"Remove the existing residence and shed. All required demolition permits must be
obtained from the City prior to any demolition work being conducted."
2. Condition I.B. Lc is modified to read as follows:
"A bond to cover the removal of the gazebo and dock and a separate bond to cover the
removal of the garage must be posted unless these structures are removed prior to
recording. The gazebo and dock can remain on Lot 2, and the bond will be released once
a house has been completed on Lot 2. The garage can remain on Lot 1, and the bond will
be released once a house has been completed on Lot 1. The City has the right to call
either or both bonds in one year if a building permit has not been applied for within one
year of this preliminary approval. The City has the right to call either or both bonds after
two years if either house is not yet complete."
3. Condition I.B. Ld is eliminated.
4. Condition I.B.Le is eliminated.
5. The Engineering Requirements (Attachment 4 to the staff decision on S-06-30) are
hereby revised to exclude the requirement to construct a five-foot wide sidewalk along
the property frontage. All other Engineering requirements found in Attachment 4 of the
staff decision on S-06-30 remain in effect.
All other conditions of the original staff decision on S-06-30 apply.
AW
FomB No. 1660-0008
U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE ExDires February 28. 20091
Federal Emergency Management Agency
National Flood Insurance Program Important: Read the instructions on pages 1-8.
SECTION A - PROPERTY INFORMATION For Insurance Company use-...,
Policy Number
Al. Building Owner's Name
ERIC 5"6/A/1)(2(//ST
A2. - Ading Street Address (including Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route Company NAIC Number
aftfy No
35��-J t3ig* -744h AM. Jk/. Iqv ox
Cit; Stat ZIP Code 9 so IZG
ED00 N 49S
A3. Property Desc * ription (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
Ac_T0ESSoP_'-, T>APrRL- 1�30 - 1n04S-Z4D0-_;S00&C0
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) r'ilf"L_ a AV AL
A5. Latitude/Longitude: Lat. 4-7" 4-7'05-0 " Long. IrL17_019 '59,5" Horizontal DalftrZ NAD 1927 § 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--.L-
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) sq ft a) Square footage of attached garage 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 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
IB1. NFIP Community Name & Community Number B2. County Name B3. State
I S M 6 l;4,:�*A I S-4 I WA<f41f`I&1_0JQ I
B4. Map/Panel Number
B5. Suffix
B6. n ex
. FIRM Panel
B8. Flood
B9. Base Flood Elevation(s) (Zone
5-3
Date
Effectle/Revised Date
it /1999
Zone(s)
A
AO, use base flood depth)
I lzelz. 150
11/6/1999
a.
1310.
Bl 1.
B12.
Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
F] FIS Profile E] FIRM 0 Community Determined F] Other (Describe)
Indicate elevation datum used for BFE in Item B9: a NGVD 1929 E] NAVD 1988 [] Other (Describe)
Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?
Designation Date [] CBRS E] OPA
E] Yes N No
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on: N Construction Drawings* [] Building Under Construction*
E] 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, VI-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 A7
'23601*) W-.7%1D 19S9
Benchmark Utilized N101,3UNI50-10 tbffXA —VerticalDatum
Conversion/Comments 13EI`AC_1+ LOE TBtZVAC-V_ Pr
I-JO. 7(,o-15 ' 1991 E(EV= �M&215
Check the measurement used.
a) Top of bottom floor (including basement, crawl space, or enclosure floor) feet
-300 feet
meters (Puerto Rico on[
Elmeters Rico onI31EC Fly #Er
b) Top of the next higher floor 10
c) Bottom of the lowest horizontal structural member (V Zones only) LJ feet
(Puerto
D meters (Puerto Rico only)
MAY 18 2007
d) Attached garage (top of slab) 199 44:D feet
El meters (Puerto Rico only)
e) Lowest elevation of machinery or equipment servicing the building feet
E] meters (Puerto Rico onI4UILDING DEPARTMEN7
(Describe type of equipment in Comments)
0 Lowest adjacent (finished) grade (LAG) '290 .!�a[j feet
CITY OF EDMOWS
0 meters (Puerto Rico only)
g) Highest adjacent (finished) grade (HAG) -bCXD . GO El feet
P 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 maybe punishable by fine orimprisDnment under 18 U.S. Code, Section 1001. T
Of IVA SJ1/,
El Check here if comments are provided on back of form. ki?�h
JC-FF1ZE"f 0
Certifier's Name License Number
Title
Company Name
Q
ZIP Code "VL
State
City
Telephone
Siwahat/ C) I t-< Date-
FEMA Form 81-31, February 006 Se reve#-3#7WT_Wn
i %_AL A .1 COPY
IMPORTANT: In these spaces, copy the corresponding information from Section A. For Insurance Com . pa . ny.,use-..
Building Street Addrei�s (incl din A t, Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. Policy,Number.::
u i
_g p
,575 4t� MAE�UE W -
city State ZIP Code Company NAIC'Number
67,C)MOOM WA
SECTION D - SURVEYOR, ENGINEER, OR A RCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenlicompany, and (3) building owner.
Comments
Signature Date .. E]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 EI-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
and C. For Items EII-E4, use natural grade, if available. Check the measurement used. In Puerto Rico only, enter meters.
Ell. 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, El feet El meters El above or El below the HAG.
b) Top of bottom floor (including basement, crawl space, or enclosure) is El feet El meters 0 above or [_1 below the LAG.
E2. For Building Diagrams 6-8 with permanent flood openings provided in Sectio
r* Items 8 and/or 9 (see e 8 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is _. _E] feet Li meters El above or ff below the HAG.
E3. Attached garage (top of slab) is _. _ [:] feet [:] meters F1 above or [] below the HAG. -] below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is . _ E] feet E] meters [] above or [_
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? E] Yes EJ No El 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
F-Rkc .-
1-1 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 Cerfificate. Complete the applicable item(s) and sign below. Check the measurement used in Items G8. and G9.
G1. El 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. El A community fficial completed Section E for a building located in Zone A (without a FEMA-issued or community -issued BFE) or Zone AO.
G3. 1-1 The following information (items G4.-G9.) is provided for community floodplain management purposes.
G4. Permit Number I G5. Date Permit Issued I G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for E] New Construction r-I Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: El feet Elmeters (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
El Check here if attachments
FEMA Form 81-31, February 2006 Replaces all previous editions
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 FAX (425) 771-0221
Website, www ci edmondsma us
DEVELOPMENT SERVICES DEPARTMENT
It, - 9,�j Planning - Building - Engineering
C. is
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 74th Ave W to be refired.
Occupancy: R3 Tax ID Number: 27043200300600
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Zutauf@a)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
8231 461h 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
_1� IZ
1.4 C. 1 B913
July 5, 2007
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 * FAX (425) 771-0221
Website: www.d.edmondsma.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 short -platted.
North Lot re -addressed as 23565 741h Ave W and South Lot as �23575 74t'�,, Ave W ..........
Occupancy: R3
Tax ID Number: 27043200300600
Plat File/Design Review File: S-06-0030 Lot #s: 1 anC)
If you have any questions regarding this letter, please contact me at 425-771-0220 or
Umbaugh@ci.edmonds.wa.us. Please contact me if you wish to be removed from this list.
Res ectfully,
bau*g6'
Theresa Um
Permit Coordinator
Edmonds Building Department
L\1'ernp\DST's\M aster Letters\New Address7/5/2007
Incorporated August 11, 1890
— I — .. I - I
23513 23514 23513 4�1 1
3530 1 —
2251 23520
23521
7515
n527
DI 115,
)3 14 7417
0
05 2�362
23628
37TH STC,
20
23723
23743
7403
23M
236 23800
23431
2.11
23525
23615
23627
23M5
23715
23731
7504 231316
2382' 23829 23828
23903
m 901 2383Z 23829
al 2-,ki (A 23910 23905
23910
z3io
23917
239,26
23925 Sao W1,4r,
1620
24005
il .4014
I
J tu 24011
:7 24025
24029
24106 Lake BalliAll-er
24111
24118
24123
24122 24129
Ju
;7 7409
7401
24 PL SW
24200 7410
U,
24215 24213
214723 221
24219
24227
24325
2
ZNS
75DS
7wi
7511 7409
N. 206-M S7r,
ly
U.S. DEPARTMENT OF HOMELAND SECURITY ELEVATION CERTIFICATE OMB No. 1660-0008
Federal Emergency. Management Agency EXDires February 28. 2009
National Flood Insurance Program Important: Read the instructions on pages 1-8.
SECTION A - PROPERTY INFORMATION For. Insurance. Corn any Use:..
p
Al. Building Owner's Name Policy..Number.�._._
fRJC 5'UAII)QUIST
A2. Building Street Address (including Apt, Unit, Suite, andlor Bldg. No.) or P.O. Route and Box No. Company, NAIC Nurribeui�;.. -
-744-h AM.W.
City State ZIP Code
EDA161VOS WA 9802(0
A3. Property Description (Lot and Block Numbers, Tax Parcel Number, Legal Description, etc.)
AS5EsSoe:F> PA?_r_� 00 .
A4. Building Use (e.g., Residential, Non -Residential, Addition, Accessory, etc.) RE'0_10E�KXIAL
A5. LatitudefLongftude: Lat. 4-7242"05-0 " Long. ILIZO 19 1 59.5" Horizontal Datum:E] NAD 1927 W 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—L—
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 spaoe or enclosure(s) sq ft a) Square footage of attached garage C)S':�> 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 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
I SN6t4eN-A1--'4 I WASAI
B4. Map/Panel Number
B5. Suffix
B6. FIRM Index
87. FIRM Panel
B8. Flood
B9. Base Flood Elevation(s) (Zone
E
Date
I
Effecfi*ye/Revised Date
Zone(s)
AD, use base flood depth)
'I/6/199n
(1/a/1999
____ A
IZEYZ .'570
B10.
1311.
B12.
Indicate the source of the Base Flood Elevation (BFE) data or base flood depth entered in Item B9.
[—] FIS Profile [J FIRM N Community Determined Other (Describe)
Indicate elevation datum used for BFE in Item B9: a NGVD 1929 NAVD 1988 [-] Other (Describe)
Is the building located in a Coastal Barrier Resources System (CBRS) area or Otherwise Protected Area (OPA)?
Designation Date n CBRS E] OPA
E] Yes N No
SECTION C - BUILDING ELEVATION INFORMATION (SURVEY REQUIRED)
Cl. Building elevations are based on: a Construction Drawings* [] Building Under Construction- E] 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, ARIAO. Complete Items C2."
below according to the building diagram specified in Item A7
Benchmark Utilized I`A0W0N&r' 0 � 23j�+h 1-7(,,*h Vertical Datum N611 D 19�Z9
Conversion/Comments 13euc-If MAa<— r_1V OF Mot)NnIAJE TbZVACX_ Fr ixi , 7(o—/s (991 ELEy = s46 ze
Check the measurement used.
a) Top of bottom floor (including basement crawl space, orenclosure floor) 291 I-B feet 1:1 meters (Puerto Rico only)
b) Top of the next higher floor SOO A 0 feet El meters (Puerto Rico on
c) Bottom of the lowest horizontal structural member (V Zones only) LJ feet El meters (Puerto Rico onh E C E IVE D
d) Attached garage (top of slab) '299 49 feet meters (Puerto Rico only)
e) Lowest elevation of machinery or equipment servicing the building feet. meters (Puerto Rico only) MAY 18 2007
(Describe type of equipment in Comments)
Q Lowest adjacent (finished) grade (LAG) 1290 feet E] meters (Puerto Rico onlf$JILDING DEPARTMEW
g) Highest adjacent (finished) grade (HAG) '3� . COn feet P meters (Puerto Rico only) CITY OF EDMONDS
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CER-nFICATION
This certification is to be signed and sealed by a land surveyor, engineer, or architect authorized by law to certify elevation
inforination. 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 orimprisonment under 18 U.S. Code, Section 1001. T.
El Check here if comments are provided on back of form. WAS
Certifier's Name I License Number
Meskoeli-t L-OVELI-- �-::,A�LA�JD -4 ASSO(_--p Itic.
Title Company Name '
I a,--3 r-4 we - LU .07,00 L�40KILAIQQQ Y%401� C��56
city State ZIP Code
LM�
FEMA Form 81-31, February 2006
0
IMPORTANT: In these spaces, copy the corresponding information from Section A. ,:I�For�InSUrance'!Lompany�use-i.:.::.:::.:.:.;.:
...... . ...
—Building Street Address (includ!inq Apt., Unit, Suite, and/or Bldg. No.) or P.O. Route and Box No. PolicrNurnb6c
city State ZIP Code ..Co ny:NAIC Number
670MO�JD�; WA
SECTION D - SURVEYOR, ENGINEER, OR ARCHITECT CERTIFICATION (CONTINUED)
Copy both sides of this Elevation Certificate for (1) community official, (2) insurance agenVcDmpany, and (3) building owner.
Comments
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 AD and A (without BFE), complete Items EII-E5. If the Certificate is intended to support a LOMA or LOMR-F request, complete Sections A, B,
and C. 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, El feet El meters 13 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 [:1 below the LAG.
E2. For Building Diagrams 6-8 With permanent flood openings provided in SecfiQjIA Items 8 and/or 9 (see pqge 8 of Instructions), the next higher floor
(elevation C2.b in the diagrams) of the building is _. _ [:] feet LJ meters El above or LJ below the HAG.
E3. Attached garage (top of slab) is _. _ E] feet [:] meters [] above or [:] below the HAG.
E4. Top of platform of machinery and/or equipment servicing the building is _. _ n feet [:] meters E] above or E] below the FIAG.
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? El Yes E] No El 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
EIRkC, c4if'900157
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
and G of this Elevation Certificate. Complete the applicable item(s) and sign below. Check the
ordinance can complete Sections A, B. C (or E),
used in Items G8. arid G9.
G1. El 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.
G3. El The following information (Items G4.-G9.) is provided for community floodplain management purposes.
G4. Permit Number I G5. Date Permit Issued
G6. Date Certificate Of Compliance/Occupancy Issued
G7. This permit has been issued for [:] New Construction [:] Substantial Improvement
G8. Elevation of as -built lowest floor (including basement) of the building: El feet El meters (PR) Datum
G9. BFE or (in Zone AO) depth of flooding at the building site: El feet D meters (PR) Datum
Local Official's Name Title
Community Name Telephone
Signature Date
Comments
E]Check here if attachments
FEMA Form 81-31, February 2006 Replaces all previous editions
F2_3 5-7-71
EET FILE
G)
m
1 1/4" 200 PSI w/ TRACER-\ I
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G)
Im
1
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N
- - - A I - - - - - - - - - -PROPERTY LINE
]""�WATER METER
E.D* - BUILT
CITY OF EDMONDS WATERLINE AS
PERMIT
ADDRESSi 9-qR77 7ATH AVF= IN INO- BLD 20070551
CONTRACTOR: HOMEOWNER: SCALE:
SUNDQUIST SUNDQUIST I NTS
DATE INSPECTED--. INSPECTED BY: DATE DRAWN: DRAWN BY:
3/4/08 1 im 8/21/08 1 B. SHIU
1%HK-d(-dU08 06:52P FROM:LIU AND ASSOCIATES 4254862746
TO:7783081 P.1/19
LIU & ASSOCIATES, INC.
ErGifted"D Geolo"
March 27, 2008
Mr. Eric'Sundquist
Viking Properties, Inc.
P. 0. Box 1034
Lynnwood, WA 98046
Dear �& Sundquist:
Subject: Geotechnical Recommendations - Precast Concrete Block Wall
Single -Family Residences
23609 — 70 Avenue West
Edmonds, Washington
L&A Job No. 7A058
INTRODUCTION
d,�577- 7q ok4l�f
faft sdenm
The subject residence site is bounded by 74h 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 maximmn in height, and is to be designed for a ftfflc surcharge as
it is tocated next to 70 Avenue West. Presented in this report are our recommendations for the
precast concrete block wall.
GEOLOGIC SETTING AND SOIL CONDITIONS
We performed a geotechnical engineering study for the residences being constructed on the site,
with our findings of the geologic and subsu&= conditions of the site presented in our 5/17/2007
gootechnical reporL According to the Gwlomc Mlp of the East Edmonds and Part of the West
Edmonds es. Washin by James P. Minard, published by U. S. Geological Survey
in 1983, the surficial soil units at and in the vicinity of the site am mapped as Vashon jb"W
sh (Qva)- S
underlain by Advance Outw& REVI
MAR 3 17-009
BUILDING DEPARTMENT
CITY or- EDMONDS
1921-3 Kenlake Place NE - Kenmore, Washington -98028
Phone (425) 483-9134 - Fax (425) 486-2746
REET FILE
MHR-27-2008 06:53P FROM:LIU AND ASSOCIATES 4254862746 TO:7783081
P.2/19
March 27, 2008
Precast Concrete Block Wall - Single-Farnily Residence
L&A Job No. TA058
Page 2'
The Vashon tiU soil unit was plowed under the glacial ice during the most recent glacial period. as
it advanced over an croded, irregular surface of older formations and sediments. ft is a very
dense mixture of unsorted clay, silt, sand, graveL and scattered cobbles and boulders, often
referred to as "hard pW. The Vashon till. soils over the top two to four feet are normally
weathered to a medium -dense state, and an moderately permeable and compressible. The
underlying fresh till sods are very dense and can stand in a steep natural or vertical cut slopes for
a long period.
The advance outwash sod 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 subsurflice 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
1-0 to 12 inches thick. Underlying the topsoil and relic topsoil was a layer of brown to orange�-
brown weathered sods of 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 some gravel
and occasional. cobble. Groundwater was not encountered in this test pit.
SO11L PARANZTERS FOR BLOCK WALL DESIGN
We recommend that the subject precast concrete block wall be designed for a fully drained
condition in accordance with the following soU perimeters-
LIU & ASSOCIATES, INC.
MAR-27-2008 06:53P FROM:LIU AND ASSOCIATES 4254862746
TO:7783081
P. 3/19
March'27,2008
Precast Concrete Block Wall - Single -Family Residence
L&A Job No. 7A058
Page 3
Reinforced
Retained
Foundation
Leveling
Soils,
SoiN
Soils,
Rock Base,
Crushed Rack
Sft Sand
Sft- Sand
Crushed Rock
unit weight, r, pcf
130
125
125
1-30
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 74d' Avenue West, it
should also be designed for a traffic surcharge of 200 pst 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 = gravity 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. The block wall should designed for a fictor of safety of at
least 1.1 against sliding and overturningWures underthe 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 SRWall version 3.22 computer program are presented under the
APPENDIX attached to this report.
CONSTRUCTION'
'Site Preparation. and General Grading
Vegetation should be cleared and grubbed within limits of block wall. construction. Storm
runoM if any, should be intercepted with ditches or interceptor trench drains, as required, and be
conveyed into a storm sewer or suitable stormwater disposal fitcility. A layer of clean quarry
LIU & ASSOCIATES9 INC.
-dUW8 06:53P FROM:LIU AND ASSOCIATES 4254862746 TO:7783081 P.4/19
March"27,20108
Precast Concrete Block Wall - Single -Family Residence
L&A Job No. 7A058
Page 4
spalls- should be placed over areas of frequent traffic, such as the access to the block wall, as
required, 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 M capable of rendefing 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 arc to be placed on this crushed rock base with an embedment at least 9 inches below the
inish 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 fitbric sock,
should be laid in the keyway trewh behind the base -course blocks of the block wall. The bottom
of keyway trench and the drain fine should have sufficient slope (0.5 percent mininium) to
generate flow by gravity. The drain pipe should be tightlined to drain into a storm. sewer or a
suitable stormwater disposal facility,.
Waff Backfill
Cut bank and keyway trench cut inside the right-of-way of 74b Avenue West should be
backfiUed with 5/8-inch crushed rock. The crushed rock fill should be placed in ULfts no more
than 10 inches thick in loose state. Each lift of 611 should be compacted to a non -yielding state
with a vibratory mechanical compactor.
LIU & ASSOCIATES, INC.
MRR-27 1 -2008 06:54P FROM:LIU AND ASSOCIATES 4254862746 TO:7783081 P.5/19
;'. 1.
Mirch-27,2008
Precast Concrete Block Wall - Single-Farnily Residence
L&A Job No. 7A058
Page 5*
Geogrid'Mesh Placement
Geogrid mesh shal I be anchored between layers, ofbiocks and laid over a level ground of the wall
backfill The geogrid mesh should then be stretched taut and securely staked down before
placing the next Uft of backfdl. Overlaps of geogrid mesh in direction parallel to the wall
dignment shall be at least 12 inches, while overlaps of geogrid mesh in the direction
perpendicular to wall alignment should not be allowed.
Erosion Control
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 revegetated areas should be covered
with a layer ofelear plastictarp, as required, until the vegetation is fidly- established. The tarps
should be securely weighted down with sandbags.
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 and block wall design or need further consultafion.
�IG S.
yo� truly,
T�A-AQI
sor:
J. S. (Julian) Liu, Ph.D-., P.E.
Consulting Geotechnical Engineer
:FXPIREB 7/17
Attachments: 1. Plate I — Typical Wall Section and -Geneml Notes
2. APPENDIX — Stability, Analyses of Block Wall
(SRWall Co�nputer Program Output)
LIU & ASSOCIATES, INC.
MHK-d(-2008 06:54P FROM:LIU AND ASSOCIATES 4254862746
TO:7783081 P.6/19
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'EVIRES 7/17/'2�0
NOTES:
1. Construction of block wall shall proceed immediately after completion of out bank and keyway trench.
2. The base -course blacks shall be set on a minimum 4-inch layer of compacted 5/8-inch 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.
I A 4-inch-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 tightlined to discharge into a storm sewer or a
suitable stormwater disposal facility.
4. The block wall shall be backfilled with 5184nch 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 over level backfill and securely anchored between the concrete blocks at one end, then
stretched tighted and.6taked. 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 towall alignment.
LIU & ASSOCIATES. INC.
Geotechnical Engineering - EngIneering Geology - Earth Sdenc
TYPICALSECTION - BLOCKWALL
SINGLE-FAMILY RES-IDENCE
23609 - 74TH AVENUE WEST
EDMONDS, WASHINGTON
-OJOB 06:55P FRO.M:LIU AND ASSOCIATES 42548�2746 TO:7783081 P.7/19
APPENDIX
Stability Analyses
Precast Concrete Block Wall
Single -Family Residences
23609 — 70 Avenue West
Edmonds, Washington
LIU & ASSOCIATES, INC.
MHH-2r-2008 06:55P FROM:LIU AND ASSOCIATES 4254862746
SRWall (ver 3.22 April 2002)
LN 0511135
Licensed to: Liu & Associates Inc.
19213 Kenlake Place HE
Kenmore VA 98028
License ffumber: 051113S
TO:7783081
Project rdentification:
Proj,ect Name: PRECAST CONCRETE BLOCK WALL
Section: 4-FOOT WJ&L ALONG W SIDE e.71AT I C- Lo A, P t W C1
Data Sheet:
Owner: SPR 23609 - 74TH AVENUE W, EDMNDS
Client: ERIC SUNDQUIST
Prepared by: j. S. LIU
Date: March 26 2001D
Time: 07:56:23 P14
Data file:
Type of.Structure: Goosynthatic-Reinforced Segmental Retaining Wall
Design Methodolog
Y: NCMR Method A
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio 0.00
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) 7.1
Slopes:
Front Slope (degrees) horizontal
Back Slope (degrees) horizontal
P.8/19
Page I
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SRWall (ver 3.22 April 2002,�
LN 0511135
UniformlX Distributed Surcharges.
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 Crushed Rock N/A
40.0
Foundation Soil
sand 0.0
34.0
Seqmental 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) (lbs)
120.0
Unit Weight (infilled) (pcf)
135.0
Center of Gravity (in)
6.0
Segm*ent&l Unit X-nterface 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
Geo thetic Reinforcement Tvpes and Number:
Type Number Name
1 3 HDFZ geosynthetic
2 0 PET geosynthetic
3 0 PP geosynthetic
Geo&ynthetics Properties.
Strength and Polymer ZMe:
Ultimate Strength (lbs/ft)
Polymer Type
Typ e I Typ e 2
3700.0 2625.0
KDPE or PP polyester
Typ e 1
5300.0
RDPE or PF
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TO:7783081 P.10/19
Page 3
W 0512135
Reduction Factors: Type 1
Creep 5.00
Durability 2.00
Installation Damage 3.00
Overall Factor of Safety 1.50
Allow4ble Strength: Type 1
Ta (lbs/ft) 82.22
Coefficient of interaction: Type I
Ci 0.7
Typ e 2
Type 3
2.50
5.00
2.00
2.00
3.00
3.00
1.50
1.50
Typ e 2 Typ e 3
116.67 117.78
Typ e 2 Type 3
0.7 0.7
Coefficient of Direct Slidingr Type I Type 2 Type 3
Cds 0.95 0.95 0.95
C"onneCtion Strength: Typ e I Typ e 2' Typ e 3
Ultimate Strength Criterion:
Minimum (lbs/ft)
675.0
075.0
1767.0
Friction Angle (degrees)
22.0
22.0
22.0
Maximum (lbs/ft.)
3700.0
2625.0
5300.0
Service State Criterion:
Minimum (lbs/ft)
875.0
875.0
1767.0
Friction Angle (degrees)
22.0
22.0
22.0
Maximum (lbs/ft)
3700.0
2625.0
S300.0
Geosynthetic-seqmental Retaining Wall Unit
Interface Shear Strength-
Typ e 1
Typ e 2
Typ e 3
Ultimate Strength Criterion:
Minimum (lbs/ft)
500.0
SOO.0
500.0
Friction Angle (degrees)
4S.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
45.0
Maximum (lbs/ft)
2000.0
2000.0
2000.0
Coefficients of Earth Pressure and Failure Plane Orientations:
Reinforced Soil (Ka)
0.155
Reinforced Soil (Ka horizontal component)
0.146
Orientation of failure plane
from horizontal
(degrees)
59.14
Retained Soil (Ka)
0.207
Retained Soil (Ka horizontal
component)
0.185
Orientation of failure plane
from horizontal
(degrees)
54.49
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SRWall (ver 3.22 April 2002) Page 4
LIV 0511135
Results of External Stability Anaivses:
Calculated
Design Criteria
FOS
Sliding
3.88
1.5
OR
FOS
Overturning
6.84
1.5
OR
FOS
Bearing Capacity
15.26
2.0
OR
Base
Reinforcement Length (L) (ft)
3.98
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)
0.05
0.6
ox
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 InteXn&l Stabllitv Analvses:
saw
Geosyn
Elev
Length
Anchor
FOS
FOS
FOS
Layer
Unit
7!ype
(ft)
(ft)
Length
Over-
Pullout
Sliding
Spacing
(ft)
stress
(ft)
> 1.0
> 1.0
> 1.5
> 1A
< 3.0
3.33
3.99
1.4
0..85*
2.97
15.63
OR
2.0
4.0
2.05
0.77*
7.97
9.31
OR
2
1
0.67
4.0
2.68
0.59*
�11.71
6.04
ox
Note:
*.value does NOT
MEET design criterion
(3 occurrences)
Detailed Results of Internal Stability Analyses:
SRW Geosyn Elev Allowable Tensile Pullout Sliding Sliding
Unit Type (ft) Strength Load Capacity Force Capacity
(lbslft) (lbslft) (lbalft) (lbs1ft) (lbalft)
3.33. 92.2 96.3 286.1 69.9 1091.6
4 1 2.0 82.2 106.3 036.9 180.0 1683.5
2 1 0.67 02.2 140.1 1640.2 332.8 227S.3
Results of Faring Stabi.Uty Analyses:
SRW Heel Geosynthetic EW FOS Shear FOS Connection
Unit EX-ev TYP e Over- Shear (deformation)- Connection (deformation)
(ft) turning (peak) (peak)
> 1.5 > I.S < 0.02 x Ru > I.S < 0.15 in
7 4.0 none 6.06 24.93 ox -
6 3.33 1 2.92 12.19 OR 9.94 0K
5 2.67 none 2.54 - -
4- 2.0 1 2.04- 17.57 OR 9.6 0K
3 1.33 none 1.86 - -
2 0.67 1 1.63 1S.9 OR 7.91 OR
1 0.0 none 1.51 -
Note: calculated values MEET ALL design criteria
MAR-27-2008 06:56P FROM:LIU AND ASSOCIATES 4254862746
TO:7783081 P.12/19
SR'Wall (ver 3.Z2 April 20G2) Page 5
LN 0311133
Detailed Results of Facing Stability Analyses (Moment and Shear)-:
SRW
Heel
Geo
Drive
Resist
Shear
Shear
Shear
Unit
Elev
Type
Moment
Moment
Inad
Capacity
Capar-1 ty
0
(ft)
(.ZbS-ftlft)
(lbs-ftlft)
(lbslft)
(.Lbslft)
Ilbslft)
+out -in
(peak)
Ideformation)
7
4:. or
7.4
45.0
23-.7
S90-.0.
590.0
6
3.33
33.4
97.5
55.0
680.0
600.0
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
noes
279.2
519.3
0-0
950.0
990.0
2
0.67
1
435.1
711.4
65.9
1040-.0
1040.0
1
0.0
none
639.0
965.9
0.0
1130.0
1130.0
Detailed Results of Sacing Stability Analyses (Connections
SRW
Heel
Geo
Connection ,
Connection
Connection
Uni r
Elew
7ype
Load
Capa ai ty
capacity
j
(ft)
(Ibslft)
(peak)
(deformation)
(.Lbslft)
(lbslft)-
6
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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SRWall (ver 3.22 April 2002) Page 6
LN 0511135
Project Identification:
Project
Name: PRECAST CONCRETE BLOCK mU
Section: 4--FOOT MILLL ALONG W SIDE
Data Sheet:
Owner: SPR 23609 - 74TH AVENUE W, EDMONDS
Client: ERIC SUNDQUIST
Prepared by:J. S. LIU
Date: March 26 2008
Time: 07:56:23 PM
Data file:
1'1HX-cf(-i:!WU8 165:56P FROM:LIU AND ASSOCIATES 4254862746
TO:7783081 P.14/19
SRWall (Ver 3.22 April 2002) Page 1
LN 0511135
Licensed to: Liu & Associates Inc.
19213 Kenlake Place NE
Kenmore WA 98028
License Number: 0511235
Project Identification.
Project Name: PRECAST CONCRETE BIA" MAU
Section: 4-FWT mAm AlmG W SIDE
Data Sheet:
Owner: SPR 23609 - 74TH AVENUE w, FmmmiDs
Client: Mac SUNDQUIST
Prepared by: J. S. LZU
Date: March 26 2008
Time: 08:01:00 FM
Data file:
Type of Structure: Geosynthet-ic-Reinforced Segmental Retaining, wall
Design Chodology, NCMA Method A
Seismic Analysis Details:
Peak Ground Acceleration (PGA) ratio 0.20
Wall Geometr
Design Wall Height (ft)
Embedment Wall Height (ft)
Exposed Design Wall Height (ft)
Minimum Levelling Pad Thickness (ft)
Number of Segmental Wall Units
Hinge Height (ft)
Wall Inclination (degrees)
4.67
0.67
4.0
0.5
7
4.67
7.1
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SRWall (ver 3.22 April 2002)
LN 0511135
Slopes:
Front Slope (degrees)
Back Slope (degrees)
horizontal
horizontal.'
Unifoxmly Distributed Surcharges:
Live Load Surcharge none
Dead Load Surcharge 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 Crushed Rook N/A
40.0
Foundation Soil
sand 0.0
34.0
Segmental Unit Name,
Segmental Unit Data:
Page 2
Unit Weight
(pcf)
130.0
12S-O
130-.0
125.0
Cap Height (in)
none
Unit Height (Hu)(in)
9.0
Unit Width (Wu)(in)
12.0
Unit Length (in)
16.0
Setback (in)
1.0
Weight (infilled) (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 Types and Number:
Type Number Name
1 3 HDPZ goosynthetic
2 0 PET goosynthetic
3 0 PP goosynthetic
MHK-d(-eWW8 06:57P FROM:LIU AND ASSOCIATES 4254862746 TO:7783081
SRWall (ver 3.22 April 2002)
LN 0521135
Geosynthetics Ptoperties:
Strength and Polymer Type. Type I Type 2
Ultimate Strength (lbs/ft) 3700.0 2625.0
Polymer Type RDPE or PP polyester
Type 3
5300.0
HDPZ or PP
Reduction Factors:
Type 1
Typ e 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
1-50
1.50
1.50
(Dynamicl Allowable Strength: Type 1
Ta (lbs/ft) 411.11
Typ e 2 Typ e 3
291.67 588.99
P. 16/19
Page 3
Cbefficieftt of rnteraction:
Type I
Typ e 2
Typ e 3
Ci
0.7
0.7
0-.7
Coefficient of Direct Sliding--
Type I
Type 2'
7-ype 3
Cds
0.95
0.95
0.95
Connection Strenqth;
Type 1
Type 2
Type 3
Ultimate Strength Criterion:
Minimum (lbs/ft)
875.0
875.0
1767.0
Friction Angle (degrees)
22.0
22.0
22.0
Maximum (lbs/ft)
3700.0
2625.0
5300.0
Service State Criterion:
Minimum (lbs/ft)
875.0
875.0
1767.0
Friction Angle (degrees)
22.0
22.0
22.0
Maximum (lbs/ft)
3700.0
2625.0
5300.0
Geosynthetic-Segmental Retaininq Wall Unit
Interface Shear Strength.
Type I
7ype 2
Type 3
Ultimate Strength Criterion:
Minimum (lbs/ft)
500.0
500.0
500.0
Friction Angle (degrees)
4S.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
45.0
Maximum (lbs/ft)
... .......
2000.0
2000.0
2000.0
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SRWall (ver 3.22 April 2002) Page 4
LN 0511135
Coefficients of Earth Pressure and Failure Plane orientations:
Seismic Coefficent (k(int))
0.2S
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)
59.14
Retained Soil (static) (Ka)
0.207
Retained Soil (static) (Kah horizontal component)
0.18S
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) Analyses:
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 AeInforcement 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)
RestUts of Zaternal Stability (Sej=jc) Analyses:
SEW Geosyn slev length
Ubit Type (ft) Ift)
Anchor FOS FOS
length Over- Pullout
(ft)- stress
> 1-0 > 1.0 > 1.1
Calculated Values:
433.9
24SO.0
16S2.S
834.5
5484.5
12245.1
643.0
FOS Layer
Sliding Spacing
rf t)
1.1 < 3.0
6 1 3.33 4.48 1.9 1.85 1.75 14.16 OR
4 L 2.0 4_5 2.55 2.49 6.3 0.8 OIL
2 1 0.67 4.0 2.98 2.29 9.15 6.64 Ox
Note: calculated values MEET 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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6RWall (ver 3.22 April 2002) Page 5
LN
Detailed Res-ults of Internal Stabilitv Anaivses:
SRW
Geosyn
Klev
Allowable
Tensile
Pullout
Sliding
Sliding
Unit
Type
(ft)
Strength
Load
Capacl-ty
Force
Capacity
(lbs1ft)
(lbalft)
(lbalft)
(lbs1ft)
(lbslft)
3.33
411.1
221.7
39-7.9
77.3
1094.5
&
L
2-0
41L.1
165.2
L040.5
191�9
1689.0
2
1
0.67
411.1
179.2
1640.2
343.9
2203.5
Resu2ta of Pacing Stability (Seismic) Analvaes:
SRW
Heel
Geosynthetic
EW
FOS
Shear
FOS
Connection
Uhitt
Elev
Type
Over-
Shear
(deformation)
Connection
(deformation)
MY
turning
(peak)
(peak)
> 1.2
> 1.1
< 0.02 x Ru
> 1.1
< 0.75 In
7
4.0
none
1.93
9.38
ox
-
6.
3-33
1
1.03*
4-72
ox
4.20
ox
5
2.67
none
2.0
-
-
C
2.0
1
1.98
10.65
OR
6.18
ax
3
1.33
none
2-25
-
-
2
0.67
1
2.23
11.07
OR
6.1
OR
1
0.0
none
2.34
-
-
Note:
* value does NOT MEET
design criterion U occuxcences)
Detailed Results of Facing StabIlity Analyses (Moment and Shear):
SRW
Reel
Geo
Drive
Resist
Shear
Shear
Shear
UnIt
Elev
Type
Moment
Moment
Load-
Capacity
Capacity
(ft)
Ubs-ftlft)
Ubs-ftlft)
(lbs1ft)
(lbslft)
(lbalft)
+out -in
(peak)
(deformation)
4.0
nomm
23.3
45.0
70.4
590.0
590.0
3,33
1
94�6
97.5
144.2
680.0
680.0
5
2.67
none
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
620.3
1396.3
-0.2
950A
950..0
2
0.67
907.2
2026.9
67.6
1040.0
1040.0
1
0.0
none
1253.7
2939.2
-0.2
1130.0
1130.0
Detailed Results Of Facing Stability Analyses (Connections):
SRW
Reel
Geo
Connection
Connection
Connection
Uni t
Eler
Type
Load-
Capacity
Capacity,
#
(lbs1ft)
(peak)
(deformation)
(Ibslft)
(lbs1ft)
3.33
1
221.7
947.7
947.7
2-0
1
165.2
1020.4.
1020.4
2
0.67
1
179.2
1093.2
1093.2
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TO:7783081
SRWall (ver 3.22 April 2002) Page
LN 0511135
7.1 degrees
4.67 ft
Type I
0.67 ft
Type 1
-0.5 ft 4.0 ft
Prolect Identification:
Proj ect
Name: PRECAST CONCRETE BLOCx WALL
Section: 4-PVOT XPALL 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;!61:00 PH
f
Data file:-
I
af
OV E D41
I SCO
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 ENG20070384
SIDE SEWER PERM IT (I -Single Family)
Permit Number: ENG20070384 Expiation Date: 8/27/2008
-7
Job Address:Z074]TH AVE. W, EDMONDS
ERIC SUNDQUIST
PO BOX 1034
LYNNWOOD. WA 98046
LICENSE #: EXP:
•
•
,JOB MSCRIPTION
JREPAIR N PROPOSE TO REUSE LATERAL LID NUMBEK:
GRINDER PUMP PROPOSE TO REUSE SIDE SEWER
SIDE SEWER FNSTALLTION AND CONNECTION TO STUB.
•
•
E4SENIENTINFORiNIATION
J PROJECT CROSSES OTHER PRIVATE PROPERTY
VERIFICATION OF RECORDED EASEMENTS COMPLE7E
IADEMAIITY- 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 be 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
allorneyfees by reason ofgranting this permit.
CALL DIALA-DIG (1 -800-424-5555) BEFORE ANY EXCAVATION
CALL FOR INSPWnON (425) 771-0220 EXT. 1326
24 HO UR NOTICE REQUIRED FOR ALL INSPECTION REQUESTS
THIS APPLICA'1710N ISNOTA PERMTUNnL SIGNED BY THECITY ENGINEER OR HISMER DEPUM AND FEESARE PAID,AND RECEIPTIS ACKNOWLEDGED IN
SPACE PROVIDED.
Printed: Monday. AuQust 27.2007
MIN
E] FILECOPY XINSPECTOR COPY F� APPLICANTCOPY
STATUS: ISSUED
ENG20070384
• Refer to City of Edmonds Side Sewer Infon-nation 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 IY separation between the sanitary side sewer and the water service line.
• E-Sanitary Side Sewer Inspection
• EEngineering Final
PARTIAL INSPECTION DATE- INITIAL: NOTES:
PARTIAL INSPECTION DATE: INITIAL: NOTES:
FINAL INSPECTION APPROVED DATE: INITIAL:
PERINTERNA
AT:
Occupancy established by this certificate:
No. Stories:- 2
Owner of building:
The Single Family Residence at
VENT OF BUMDI ' NGS
RESIDENTIALQODE. SECTION R110
--Building Pqrmit M 2007-0551
Dwelling Units:
'T Type of Consdiuction: VB
111"Inspected and approved complying with the requirements
of the 2003 edition of the International Residential Code7wiv4,,adolateL�'d�ib"y-i..t—hel-C, iry,46rTtfie group and division of occupancy and the use for which
the proposed occupancy is classified.
Issued this 12 1h day of June,2008
Chief Building Official
By:
Anychange of occupancyoruse require.sa Mt4ing Permitand a now Certificate of Occupancyissued bythe Cityof EdmondsBuilding Official.
CITY OF EDMONDS
STREET FILEY HAAKENSON
MAYOR
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwci.edmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
June 5, 2008
Eric Sunquist
PO Box 1034
Lynnwood, WA 98046
RE: Request for Driveway Slope Waiver at 23577 74 th Ave W.
Dear Eric,
This letter is in response to your letter dated June 3, 2008, requesting a driveway slope
waiver over 14% at the above address due to the grade of the existing access road and
grade difference between the access road and grade of the new garage.
After reviewing the request, we understand that the elevation of the garage slab was
established to be as high as possible given the topographic restraints and building height
limits. It would not be feasible to raise the grade of the garage slab and/or reconstruct the
alley and surrounding properties to keep the driveway slope under 14%.
Therefore, based on the above determination, the city approves your request for a
driveway slope waiver up to 18%, not to exceed 20%.
Sincerely,
Noel F. Miller, P.E.
Acting City Engineer
Public Works Director
Cc: permit file bld2007O551
street file
S:\ENGR\PRIVATE DEVELOMENT PROJECTS\DETERMINATIONS\Driveway Waivers\74th Ave W - 23577 - Sunquist - dw.doc
Incorporated August 11, 1890
q;0+- (,;+,, - W-1,;— T--
P.1
May 30, 2008
STR§FT FILE
City of Edmonds
Engineering Dept.
Re; 23 5 77-74 Ave W., driveway slope variance
Dear Sir or Madam;
I am writing to request a slope variance on my driveway of over 14% but under'20%.
About 12 ft. of the driveway is over 14% and reaches 17.4%. Due to the prior existing
grades, the maximum height which dictates floor levels, and to maintain reasonable
slopes from the road and driveways to the homes, and to not have an excessive slope
toward the lake, this configuration was the only economic and environmentally safe
alternative, and the one which would not cause other possible variance and permit
applications. The average slope is not over 14%.
Sincerely,
Q
Eric Sundquist
Owner
"Nothing in this permit approval proem
ted as ello * WWI be
wing -or permitting the
=ance Of any currently existing hlegal,
nonconf6rining or
or mito A! "PeePlitted buildin-a- rm-h...
is outside the scope of the
ZONING RSW-12 Pe!?�it application, regardless of whether such
byilding, structure or ;ondition is sh
Own on the
]an or drawing. Such building, structure or
esolVition may be the subject Of a separate
W4TI)R jjmdTE� 270�3200200400 enforcement action."
23515 F4
r
TH W JOHN R. EASON/JAYMIE C. SCHADE
100 YEAR FLOOD PLAIN
tK
N FILTER FABRIC (TYP.)
UTILIT MP4 II E11 4 LIMIT - ELEVATION = 282.5
ST U_1 R W FENC PER #E1.1 PER CITY OF EDMONDS
POLE ERO TE E TO x
11'
F 'FE
N 88*16 26" W
±242.38'
15
-4 235�L
00
g, '\Ntf NORTH LINE OF
EX. GARALE EX. 8"�SA -ARY SEWER
I(TO REMAW) GOVERNMENT LOT 6
C& co
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(INVERT NOT FIEL
-SURVEYED)
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3 SF
TURE U
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TRACT999 2o' S CONNECT\TO
STREET DEDICATION CB0 TYPE 1 EX. 6"SIDE'�WR C9#2 rYPE -48*
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"SSCO RESTRICTOR >_
P
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RIM=289.0
/ / , \ - \�X` Vvt- - 2 -7 710-7
INV6�84.10 RIM-287.5 (kT GRAD
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STABILIZED CONSTRUCTI 299.1
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ENTRANCE PER #E1 INV=296.0
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or
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AREA ONLY B U F�Oq YA,It DRAIN Lp 0
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1.1282
LOWF_q FF=291.1 8' 80
j�) FLO
NEW 6"�ONNECTION IN 00 PLAIN UMIT
MN FF=300.10'
YARD DRAIN 2 TO EX E�kER A4,q IN bg ELEVATION 282.5 PER CITY OF EDMONDS
INV-297.5 UPPER �F=310.17' 00
PftOPOSED EA. 10' SANITARY SE
339 SF
16 6.� "OU4E/u,,RA0E SF) I I I
EA�EMENT A. F. NO. 156\Q677
GARAGE (Foo. 0
TpRII4Tzz3029 1 15 0695
MIN HI 4LAB=299.49'
NO WORK OTHER THAN AS SPECIFIED IN THE PLATS
LO SLAB-299.16 i H
I HEARING EXAMINER DECISION SHALL BE ALLOWED IN THE
5 6Ra> ?I co
+ 1 04 35' WETLAND BUFFER
I EXISTING
D ( I N 1 75, EX TREE
GAZEBO
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PT +94. 7 C) - - - - - - - - - C_ ... .......... G)6 ......................
(152 F) Ln
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FENCE 2 .81
All,
POLE
SCALE 1"=20'
Come
Zone
27043200200400
a= ON BEEN== 0. CLEARING LIMITS (TYP. APPROVED Mu- Lin I
FMM9 01 PLANNING _d
0' LQ� DANIEL MYERSON Front
20' 0.
D &44
40 (W)
A - eko,�Jt�j Side .0
U, -AS NOTED q12 If
-&^cd Rear :&E
46- or
Other
DEFIAR'lliENT lt!ght
CITY oj� �MIMON11��
b��kfn-. Da
NOTE-D
DATUM POINT TEMPORARY SITE BENCHMARK (T13M) AP T/OWNER
TOP OF BRASS SURFACE MONUMEN T IN CASE AT THE RAILROAD SPIKE SET IN POWER POLE ERIC SUNDQUIST 4v*A -ao
RESUB
INTERSECTION OF 236TH STREET S.W. & 76TH ON SOUTH PROPERTY LINE HLRP 42 197 P.O. BOX 1034 4
AVENUE W. (CITY OF MOUNTLAKE TERRACE CONTROL ELEVATION= 310.87 LYNNWOOD, WA 98046 '*TREET FILE
PH: 206-909-6940
POINT NO. 76-15, 1991) HEIGHT CALCULATION JUL 23 2007
ELEVATION : 346.28 (5 Z- 0- z
LOT COVERAGE BL11W
0 &%M OF ENT
DATUM : NGVD 1929 ELEVATION A :299.41 �S/-FaF /tA-PROY's /V r- Cie 'TNMDS
B :291.53 LOT AREA =19,225.283F (0.441AC)
NOTES C :293.38 HOUSE FOOTPRINT = 2040 SF T/�(5 L07- AIZE 6-b
1. THERE ARE NO EXISTING ONSITE WATER COURSES. D :301.26 F�P_ APPRo\leo Lo-r
2. ALL ROOF DOWNSPOUTS SHALL BE TIGHTLINED TO TOTAL 1,185.58 GARAGE FOOTPRINT = 989 SF _712-710 7� Ff '41'1 7-6-D PLAN CHECK #2007-0551
MEAN GROUND ELEVATION 1,185.58--4=296.40 DECK/STAIRS 339 SF
DETENTION SYSTEM. MAXIMUM ALLOWED HEIGHT 296.40+*25=321.40 COVERED ENTRY PORCH 51 SF 06_ 0
3. GRADING: CUT=496 CY. FILL=496 CY PROPOSED HEIGHT : 321.30 (0.1' BELOW MAXIMUM) EXISTING GARAGE 423 SF
BRIEF LEGAL DESCRIPTION PROPERTY ADDRESS EXISTING GAZEBO 152 SF PLOT PLANe-74TH AVE SHORT PLAT
A PORTION OF GOVERNMENT LOT 6, SECTION 32, TOTAL 3994 SF (20.77%) IN NW1 /4,_ SW1 /4, SEC. 32. T.27N. -R.4E.,W.M.
TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M., IN 23609 74TH AVENUE W. IMPERVIOUS SURFACES CITY OF EDMONDS
SNOHOMISH COUNTY, WASHINGTON, EDMONDS, WASHINGTON 98026
ASSESSORS PARCEL NO.- PROPOSED HOUSE/GARAGE ROOF OUTLINE =3448 SF M=fa Lovell-Sauerland & Ass6ciates, Inc.
27043200300600 SOILS CLASSIFICATION PROPOSED COVERED PORCH = 51 SF am Engineers/Surveyors/Plwmers/Development Consultants
PROPOSED PATIOS = 707 SF e-mau, infoffisaengineeringtom web: isaengineering.com,
MUKILTEO MUCK PROPOSED PAVEMENT =1702 SF 19400 33rd Avenue W., Suite 200 Lynawood, WA 98036 (425)776-1591 (425)672-7998 tax
U.S.C.S. GROUP #34 EXISTING GAZEBO = 152 SF F.B. SCAU
EXISTING GARAGE = 423 SF REV.#1: REVIEW-07/13/07 7PO I 'JPO 17'-10-07 1 497 1 1"=20- 1 4EI59