654 5TH AVE S.PDF111111111111
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654 5TH AVE S
ADDRESS: ��y 16ae,&K,5
TAX ACCOUNT/PARCEL M yo- 4 � a 2 2� �z z<
BUILDING PERMIT (NEW STRUCTURE) #:
COVENANTS (RECORDED) FOR:
CRITICAL AREAS #: DETERMINATION: [-] Conditional Waiver El Study Required Waiver
CRITICAL AREAS #: DETERMINATION: El Conditional Waiver El Study Required-*E] Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit #s):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID#:
SHORT PLAT FILE:.
LOT:
BLOCK:
SIDE SEWER AS BUILT DATED: ;; lli,—h
SIDE SEWER PERMIT(S) M 19
GEOTECH REPORT DATED:
STREET USE/ENCROACHMENT PEiiMIT #:
FOR:
WATER METER TAP CARD DATED: -
17
OTHER:
L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc
APPLICATION
for
The City of Edmonds SEDE SEWER PERAHT EASEMENT No . ..........................................
NEW CONSTRUCTION REPAIRS E]
104-02200
OWNER------------------ B.e.rn.a.rd --- M....-B.e.an ----------------------------------------------------- CONTRACTOR .................................................................................................. PERMIT No . ......................
ADDRESS .............. 654-.:n ... 51.h..Avemue ... S . .......................................... LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No . ............................................
NAMEOF ADDITION ....................................... ................................................
DYE TESTED ON SEWER
JULY, 1972
Approved:
DATE................................................ By ......................................................................
City of Edmonds.
'kW CRITICAL AREAS CHECKLIST
The Critical, Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
pen -nit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, 'or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing Their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate colunm below).
Owner/Applicant:
Name
Street Address
City State Zip
Telephone
Signature
Date
Applicant Representative:
Name
Street Address
City State: Zip
Telephone
Signature
c:reception\janakaddoc
Date
(over)
CA FILE NO.
&tical Areas Checklistq
--------------------------------------------------------------
Site Information (soil s/topo graphy/hydrolo gy/ve getation)
xA_LQ _. . IV--_, 1; , f-t "L - ,
I Site Address/Location: 6'e,111 / - f--./ /
" ;7
2, Property Tax Account Number:
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? _�__ yes; no.
If yes; how is site developed?
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% a vertical rise of
1 0-feet over a horizontal distance of 3 3 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water:
0 _; Approx. Depth:
7. Site contains areas of seasonal standincr water: /10 Approx. Depth:
What season(s) of the Year?
8. Site is in the floodway floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? 6c) Flows are seasonal? (What time of year?
. meadow shrubs mixed
10. Site is primarily: forested
urban landscaped (lawn,shrubs etc)) QU
11. Obvious wettand is present on site: 00 -
-ca_chk.doc; Re� 10/03/97
Iv, Zipper Zeman Associates, Inc.
Geotechnical and Environmental Consulting.
'LE
T' RE, -� E T F I
NO1111
T4ylor/Gregory Architects 4 1998
.600 Main Street, Suite C
Edmonds, Washington 98020
Attention: Mr. Lawrence Parrett
J- 161
September 25, 1998
Subject: Subsurface Exploration and Geotechnical Engineering Study
Proposed Mixed Use Building
654 Fifth Avenue South
Edmonds, Washington
Dear Mr. Parrett:
L E'
We are pleased to present this report, containing the results of our subsurface
exploration and geotechnical engineering study relative to the geotechnical design and
construction considerations for the referenced project. Written authorization to proceed
with this study was provided by acceptance of our Proposal for Geotechnical Study (P-
129) dated September 10, 1998.
The purpose of the geotechnical study was to establish general subsurface
conditions at the site from which conclusions and recommendations regarding foundation
design and construction considerations could be formulated. The scope'of our work
consisted of field explorations, laboratory testing, geotechnical engineering analysis, and
preparation of this report. Our authorized scope of services did not include sampling or
te sting of soil and water samples for regulated environmental contaminants, nor Phase I
environmental site assessment functions, including characterization of asbestos or lead
paint in the existing facility.
Some of the plans for the project were in the developmental stage at th I e time this
report was prepared. In the event of any changes in the nature, design, or location of the
proposed structure, the conclusions and recommendations presented in this report should
be reviewed and modified, if necessary, to reflect the changes. We recommend that we
be allowed the opportunity to review the plans and specifications of the project once they
become available to determine that the recommendations presented herein have been
properly interpreted with respect to this project. This report is an instrument of service
and has been prepared in accordance with generally accepted geotechnical engineering
practices for the exclusive use of Taylor/Gregory Architects, and their agents, for specific
application to this project and site location.
19231 36'h Avenue West Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
T
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 2
SITE AND PROJECT DESCRIPTION
The project site is the existing Edmonds Upholstery Shop located at 654 Fifth
Avenue South in Edmonds, Washington. The facility occupies a 14,640 square foot
parcel fronting Fifth Avenue South to the east, Erben Street to the south, a condominium
building and parking lot to the north, and an alley and residential properties to the west.
The parcel slopes down to the west, with overall topographic relief of about 28 feet from
the southeast property comer to the northwest property comer.
Based upon our discussions with Taylor/Gregory Architects and our review of
Schematic Design drawings, we understand that the proposed site improvements will
include:
9 Demolition of the two existing buildings;
Leaving the existing cantilever retaining wall in place along Erben Street and the
portion of Fifth Avenue extending roughly 35 feet north of the southeast 'property
comer;
Construction of a new 4-story mixed use building in the southeast comer of the site.
The southeast portion of the building will have a lower finished floor elevation of 95
feet which will utilize the existing slab -on -grade basement floor of the existing
structure. The reminder of the building will have a lower finished floor elevation of
86 feet. The planned footprint of the new building is shown on the Site and
Exploration Plan with this report;
Grading and paving the remainder of the property for parking. This will include
construction of a low retaining wall in the southwest portion of the property, I to 4
feet high to retain Erben Street, and a retaining wall north of the new building along
Fifth Avenue. The wall at this location may be on the order of 16 feet high;
Excavation for the new structure will likely require some shoring. The proposed
basement finished floor elevation is from approximately 16 to 20 feet below existing
grade along Fifth Avenue north of the existing retaining wall, and the property line is
approximately 10 feet west of the curb line of Fifth Avenue.
SITE CONDITIONS
The site conditions were evaluated in September 1998. The surface and
subsurface conditions are described below, while the exploration procedures and
interpretive logs of the explorations are presented in Appendix A. The proposed site
development and approximate exploration locations are shown on the Site and
Exploration Plan, Figure 1.
Zipper Zeman Associates, Inc.
1923136" Avenue West Suite 9201 Lynnwood, Washington 98036
(425) 771 - 3304
T
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 3
Surface Conditions
The project site has an approximate area of 14,640 square feet. The site
contained an overall slope downward to the west. Ground surface elevations varied from
108 to 100 feet along the east property line. Ground surface elevations along the west
property line varied from about 84 to 80 feet. Along the south property line, and the north
portion of the east property line at the existing building, street right-of-ways are retained
by reinforced concrete cantilever retaining walls. North of the existing building, Fifth
Avenue South right-of-way is retained by concrete rubble walls and rockeries of varying
composition and height.
Two existing buildings are present on the south half of the site. The Edmonds
Upholstery Shop is a masonry structure with a basement level, and abuts the southeast
property corner. A wood frame shop/residential building is present west of the main
building, with a floor grade elevation on the order of 88 feet. With the exception of the
north portion of the property, which was outside the study area, the site is paved with
asphalt outside of the existing buildings. Underground utilities service the site.
The existing Edmonds Upholstery Shop building did not exhibit evidence of what
we consider settlement -related distress. The asphalt and concrete pavements retained by
the cantilever concrete retaining basement wall of this building were generally in good
condition. Evidence of patching and some subgrade settlement was observed in the
paved area east and northeast of the existing buildings. The single story shop/residential
building on site appears to have experienced foundation settlements of several inches.
The curb line of Fifth Avenue South adjacent to the existing rockery appears to have
moved laterally to the west up to several inches in the past, and the sidewalk above this
rockery appears to have been replaced or patched in the past.
Subsurface Conditions
The subsurface exploration comprised advancing four borings (B-I through B-4)
at the approximate locations shown on Figure 1. Borings B- I and B-2, located east of the
site in Fifth Avenue South and Erben Street disclosed asphalt pavement above loose to
medium dense, damp to moist brown, sand and silty sand to a depth of about 10 to 12.5
feet below existing grades. A gravelly zone with interpreted possible cobble was
encountered in Boring B- I at 3 to 6 feet depth, and in Boring B-2 at 9 to 10 feet depth.
Below the loose to medium dense soils, dense to very dense, moist to wet, gray and gray
with mottling, silty sand with some gravel, and interbedded sand with some silt was
encountered. Boring B-2 encountered hard, moist, gray, clay and clayey silt below 30 feet
depth to the full depth explored of 43.5 feet. The dense and very dense soils are
interpreted to have been deposited as and beneath.glacial till. Thevery dense glacial till
and underlying hard clay typically has high strength and low compressibility
characteristics due to its depositional history.
Borings B-3 and B-4, in the lower elevation portion of the site, encountered a
Ih Zipper Zeman Associates, Inc.
1923136 Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 4
limited thickness of loose to medium dense soils over dense to very dense, glacial soils.
In Boring B-3, loose soils extended to a depth of about 8 feet, and appeared to include
fill. The loose soils were wet to saturated, and overlie dense, wet to saturated, silty sand
with sand interbeds. In Boring B-4, the near -surface soils appeared to consist of medium
dense, weathered glacial till to a depth of about 7 feet, overlying very dense glacial till.
Although distinct fill material was interpreted to be present to limited depths at
the boring locations, the developed nature of the site is such that fill material is likely
present in backfilled utility trenches and adjacent to the existing structures. It should be
noted that fill material could vary in depth and composition of relatively short distances.
Soil descriptions presented in this report are based on -the subsurface conditions
encountered at specific boring locations across the site. 'Variations in subsurface
conditions may exist between the boring locations and the nature and extent of variations
between the explorations may not become evident until construction. If variations then
appear, it may be necessary to reevaluate the recommendations of this report.
Groundwater
A regional groundwater table was not encountered at the boring exploration
locations, however Borings B-1 and B-3 encountered groundwater and saturated soils
above the dense glacial soils. Boring B- I encountered saturated soils at a depth of about
12 feet, which we interpret to be caused by perched groundwater above dense underlying
soils. Boring B-3 encountered similar perched groundwater at a depth of about 8 feet.
Because the borings were drilled during an extended dry weather period, we anticipate
that perched groundwater is more prevalent during winter and spring months.
It should be noted that groundwater conditions and soil moisture contents are
expected to vary with changes in season, precipitation, site utilization, and other on- and
off -site factors. Given the relatively dense nature of the soils at variable depth beneath
the existing ground surface, perched groundwater conditions are: anticipated. A perched
condition can develop when a soil horizon of relatively low permeability slows or
prevents the downward movement of subsurface water, resulting in wet or saturated soils
above the low permeability horizon. Perched groundwater conditions can vary over
relatively short distances.
Seismic Criteria
Figure 16-2 presented in the 1997 Uniform Building Code classifies the subject
site as being within Seismic Zone 3. Based on the subsurface conditions encountered at
the site and published geologic literature, it is our opinion that a Soil Profile Type of Sc
be used to describe the average properties within the upper 100 feet of soil beneath the
site. This designation describes soils that are considered very dense with a shear wave
velocity of 1,200 to 2,500 feet per second, Standard Penetration 'rest values greater than
50, and an undrained shear strength of greater than 2,000 psf
Zipper Zeman Associates, Inc.
19231 36'h Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 5
CONCLUSIONS AND RECOMMENDATIONS
Based upon the subsurface conditions encountered at the exploration locations,
the proposed site improvements considered as part of this study appear feasible from the
geotechnical perspective. However, due to the proximity of the proposed excavation'to
the Fifth Avenue South right-of-way and pavement, excavation shoring is recommended
along the east side of the site. An alternative to conventional shallow spread foundations
may be needed along the south side of the building, due to the presence of loose,
compressible soils. Presented below are our recommendations for site preparation,
excavations and shoring, foundation design and construction, lateral earth pressure design
criteria, site drainage, and pavement.
Site Preparation
Site preparation should include the removal of all existing pavement,
underground utilities, vegetation, root mass, organic soils, existing structures,
undocumented fill material (if any), and any deleterious debris from building and paving
areas, or those locations where "structural fill" is to be placed. Excavation for the first
floor grade of the structure is expected to extend below existing grade to reach slab
subgrade elevation. Excavation of the soils.at the can, in our opinion, be accomplished
utilizing large, conventional construction equipment. To facilitate removal of the very
dense and hard soils, some ripping orjackhammering may be necessary.
Preparation for site grading and construction should begin with procedures
intended to control surface water runoff. It will not be possible to successfully utilize on -
site soils as "structural fill" if accumulated water is not drained prior to grading, or if
drainage is not controlled during construction. Attempting to grade and excavate the site
without adequate drainage control measures will reduce the amount of on -site soil
effectively available for use, increase the amount of select import fill materials required,
and ultimately increase the cost of the earthwork and foundation construction phases of
the project.
Following installation of temporary shoring and excavation to subgrade depths,
we anticipate the base of the excavation in the eat portion ofthe basement area will
consist of dense and hard, non -yielding soil. Excavation to slab subgrade in the west
portion of the building are expected to disclose loose, wet soils which require
overexcavation soils. A representative of our firm should confirm the soil conditions at
subgrade elevation to evaluate the extent of the area requiring overexcavation. The
excavated surface should be observed to detect the presence of pockets of disturbed soils
which, if encountered, should be removed and backfilled in accordance with the
recommendations herein for structural fill, or be compacted as determined by our
representative.
Based upon the conditions encountered in the borings, loose, wet soils are present
Zipper Zeman Associates, Inc.
19231 36h Avenue West Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 6
in the western portion of the building pad. Due to the compressibility of these soils, and
considering that the upper portion of these soils was likely placed as uncontrolled fill, we
recommend overexcavation of at least 3 feet below the base of floor slab, and complete
overexcavation beneath footings, in this area. The width of overexcavation should be
extended out from the edges of the footings at a I H: I V slope to the base of the
excavation. Based on the conditions encountered in Boring B-3, the base of the
excavation below footings will likely extend to elevation 80 feet. This depth would likely
extend into perched groundwater or saturated soils, requiring dewatering. We recommend
that the contractor dewater the excavation sufficiently for the purposes of backfilling the
excavation with compacted structural fill. Base on the conditions encountered in the
borings, we anticipate that conventional ditch pumps and sumps would be sufficient to
remove accumulated groundwater for structural fill placement. The lower lifts of backfill
should be clean, free -draining structural fill, suitable for compaction at elevated moisture
contents, as discussed in the Structural Fill section of this report.
After demolition and excavation to design subgrade elevations, and prior to
placement of structural fill, we recommend that foundation, floor subgrade, sidewalk,
pavement areas, and areas to receive structural fill be proofrolled and compacted to a firm
and unyielding condition in order to achieve a minimum compaction level of 90 percent
of the modified Proctor maximum dry density as determined by the ASTM:D-1557 test
procedure. The upper one -foot of subgrade soils beneath sidewalks, parking garage
slabs, and pavements should be compacted to a minimum of 95 percent of the ASTM:D-
1557 maximum dry density value.
Due to the silty nature of the soils, proofrolling and adequate compaction can
only be achieved when the soils are within approximately ± 3 percent moisture content of
the optimum moisture content. Soils which appear firm after demolition and excavation,
which will likely include medium dense to very dense and hard glacial till, may be proof -
rolled with a heavy compactor, loaded double -axle dump truck, or other heavy equipment
under the observation of a qualified geotechnical engineer, or lus representative. This
observer will assess the subgrade conditions prior to filling. Areas where loose surface
soils exist due to demolition and excavation operations should be considered fill to the
depth of the disturbance and treated as subsequently recommended for structural fill
placement. The need for or advisability of procifrolling due to soil moisture conditions
should determined at the time of construction. We recommend that a representative of
our firm observe the soil conditions prior to and during prooftolling to evaluate the
suitability of stripped subgrades prior to fill placement.
Earthwork may be difficult or impossible during periods of elevated soil moisture
and wet weather due to the moisture sensitive nature of the firted grained soils.
Excavated site soils may not be reusable as structural fill depending on the moisture
content and weather conditions at the time of construction. If soils are stockpiled for
future reuse and wet weather is anticipated, the stockpile should tie protected with plastic
sheeting that is securely anchored. If on -site soils become unusable, it may become
necessary to import clean, granular soils to complete wet weathersite work.
Zipper Zeman Associates, Inc.
19231360 Avenue Wesi, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 7
Subgrade soils that become disturbed due to elevated moisture conditions should
be overexcavated to reveal firm, non -yielding, non -organic soils and backfilled with
compacted structural fill. We recommend that the earthwork portion of this project be
completed during extended periods of dry weather if possible. If earthwork is completed
during the wet season (typically November through May) it may be necessary to take
extra precautionary measures to protect subgrade soils. Wet season earthwork may
require additional mitigative measures beyond that which would be expected during the
drier surnmer and fall months. This could include diversion of surface runoff around
exposed soils, draining of ponded water on the site, and collection and rerouting of
groundwater seepage from upgradient on- and off -site sources, if present. Once
subgrades are established, it may be necessary to protect the exposed subgrade soils from
construction traffic. Utilization of the existing pavement aroi md the construction area
would reduce the amount of potential disturbance. Placing 2: to 4 inch quarry spalls,
crushed recycled concrete, or clean pit -run sand and gravel over these areas would further
protect the soils from construction traffic. Materials considered suitable for subgrade
protection are described in the following sections of the 1998 WSDOT/APWA Standard
Specifications for Road, Bridge, and Municipal Construction (I"ublication M41 4 0):
• 9-03.9(l) Ballast*
• 9-03.9(3) Base Course*
• Recycled Portland Cement Rubble*
• Foundation Materials Class C*
These material specifications should be modified so that the percent passing the U.S.
No. 200 sieve is less than 5 percent based upon the fraction passing the U.S. No. 4
sieve.
Temporary Constructed Slopes
Construction of the portion of the proposed building adjacent to the east property
line, north of the existing retaining wall, will require an excavation of about 18 to 22 feet
below the level of the adjacent sidewalk and street. Due to the proximity of the street, we
recommend that this excavation be either fully shored at the property line, or shored in
combination with an open cut sloped back into the street right-of-way. The open cut
feasibility will depend on City temporary slope easement availability and the presence
and depth of utilities.
The construction contract should include provisions for protection of the existing
structures which are satisfactory to the owner and structural engineer, but in addition, the
contractor should be allowed to implement additional protective measures, if appropriate,
depending on conditions disclosed in the excavation once construction is underway. We
understand the project structural engineer will design the project shoring. The following
geotechnical design criteria relate primarily to cantilever soldier pile shoring which could
be installed solely on the project site below an open cut extending out into the street
Zipper Zeman Associates, Inc.
19231 36h Avenue West Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
4
Mixed Use Building
Edmonds, Washington
J- 161
September 25, 1998
Page 8
right-of-way. If full height shoring is required, tiebacks will likely be required to retain
the soldier piles. Tieback design recommendations can be provided as a supplement to
this repoM if necessary.
Temporary open -cut excavation is feasible from the geotechnical perspective on
the east side of the proposed basement. Temporary excavation slope stability is a
function of many factors including soil type, density, cut inclination, depth, the presence
of groundwater and the length of time that the cut is to reniain open. As the cut is
deepened, or as the length of time that an open excavation is open increases, the
likelihood of a bank failure increases. For this reason, temporary slope safety should
remain the responsibility of the contractor, who is present at the site to observe changes
in the site soil conditions and monitor the performance of the excavation. A maximum
temporary slope of 1.5H: IV (Horiz'ontal:Vertical) is recommended for planning purposes
in loose to medium dense granular soils. At the location considered for open cut into the
street right-of-way, loose to medium dense granular soils were encountered to a depth of
12 feet beneath the pavement. If seepage or surface runoff occurs and is not controlled,
flatter temporary slopes will be necessary.
In all cases, cut slopes and slope shoring should confonn to applicable Federal,
State, and local safety guidelines and laws. Based upon our review of WAC 296-155-
650, Part N (Excavation, Trenching, and Shoring), it is our opinion that the very dense
and hard glacial till soils meet the classification of a Type A soil. The upper -most loose to
medium dense sand soils meet the definition of a Type C soil.
Shoring Design Criteria
Lateral Earth Pressures
Design of temporary shoring could be based on either "active" or "at rest" lateral
earth pressures, depending on the degree of deformation of the shoring, which can be
tolerated . Shoring which is free to deform on the order of 0.001 to 0.002 times the
shoring height is considered to be capable of mobilizing active earth pressures. T11is
lateral deformation is likely to be accomplished by vertical settlement of up to roughly
0.005 time the shoring height, which may extend back from the side of the cut a distance
equal to roughly the height of the cut. Lesser degrees of settlement may also occur
within a setback extending twice as far back. A greater amount of lateral deformation
could allow greater vertical settlements. If no structural elements are located within this
zone, or if any structural elements within the zone are considered to be insensitive to this
degree of settlement, then if would be appropriate to design utilizing active earth
pressures. An assumed "at -rest" earth pressure condition theoretically assumes no
movement of the soil behind the shoring. However, some settlement should realistically
be anticipated due to the construction practices and/or the fact that it is not possible to
construct a perfectly stiff shoring system.
1h Zipper Zeman Associates, Inc.
1923136 Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 9
All deep excavations and shoring do invite a certain amount of risk. With the
very dense and hard glacial till present at depth, the degree of'risk at this site appears to
be relatively low. Even so, since the selection of shoring techniques and criteria do affect
the level of risk, we recommend that the final selection of shoring design criteria be made
by the owner in conjunction with the structural engineer and other design team members.
We recommend that the shoring be designed for "at -rest" earth pressures if there are any
settlement -sensitive features located within 15 feet of the shoring wall face.
For the case of a cantilevered shoring system, or shoring with only one level of
internal or external bracing, the applied lateral pressure would be represented by a
triangular pressure distribution termed an equivalent fluid density. Figure 2 of this report
illustrates the recommended pressure distribution. We recommend an active pressure
equivalent fluid density of 30 pounds per cubic foot (pcf) for these conditions.
Additional lateral pressure should be added to this value to model surcharges such as
street or construction loads, or existing foundation and floor loads. For design of shoring
for assumed "at -rest" earth pressure conditions, with cantilever piles or one level of
bracing, we recommend using an equivalent fluid density of 42 pcf.
Surcharge loading due to traffic on Fift Avenue can be modelled as an
equivalent soil height of 2 feet for shoring design. For shoring which retains an open cut
slope, we recommend that an additional surcharge equivalent to half of the slope height
above the top of shoring be added to the active pressure. For example, if the open cut
slope height is 6 feet, a surcharge equivalent to an added 3 feet of retained soil should be
added to -the active pressures.
Lateral Spoo
Resistance to lateral earth pressures acting on shoring can be obtained by
embedment of soldier piles, tieback soil anchors, and/or external braces such as rakers.
Lateral support for the shored walls could be provided by a bracing system of inclined
rakers, or by tieback anchors. For purposes of this report, we have assumed that tieback
anchors will not be considered due to the limited proposed excavation depth. An internal
bracing system of rakers could be designed utilizing the frictional and passive earth
pressure criteria described in the "Foundations" section of this report.
Soldier Piles
Soldier piles for the shoring are typically set in pre-augered holes and backfilled
with lean or structural concrete. Vertical loads on such piles could be resisted by a
combination of ffiction and end -bearing below the base of the excavation. We
recommend an allowable side ffiction. of 1,000 pounds per square foot (psf) and an end -
bearing value of 30 kips per square foot (ksf) for design. Side friction should be
neglected within the upper 2 feet below the base of the excavation. The 30 ksf end -
bearing value is predicated on embedment of at least 7 feet below the base of the
excavation and assumes penetration into the the glacial till soils. If soldier piles are
Zipper Zeman Associates, Inc.
19231 36h Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building
Edmonds, Washington
J-161
September 25, 1998
Page 10
utilized for permanent foundation support, we recommend that the above value be
reduced by at least one-third to provide a higher factor of safety. The above values
include a factor of safety of 1.5.
Embedment depth of soldier piles below final excavation level must be designed
to provide adequate lateral or "kick out" resistance to horizontal loads below the lowest
strut or tieback level. For design, the lateral resistance may be computed on the basis of
the passive pressure presented in the "Foundations" section, acting over twice the
diameter of the concreted soldier pile section. of the pile spacing, whichever is less.
Passive resistance within the upper 2 feet of soil below the excavation base should be
neglected. Active pressures should be assumed to act to a depth of 2 feet below the base
of the excavation. We recommend a minimum embedment of 7 feet below the base of
excavation for all soldier piles. Cantilever pile embedment depths should be determined
by the structural engineer using the earth pressure criteria in this report.
We recommend lagging, or some other form of protection, be installed in all
areas. Due to soil arching effects, lagging may be designed for 50 percent of the lateral
earth pressure used for shoring design. Prompt and careful installation of lagging will
reduce potential loss of ground. The requirements for lagging should be made the
responsibility of the shoring subcontractor to prevent soil failure, sloughing and ground
loss and to provide safe working conditions. We recommend any voids between the
lagging and soil be backfield. However, the backfill. should not allow potential
hydrostatic pressure to build up behind the wall. Drainage behind the wall must be
maintained. Permeable sand slurry may be considered for lagging backfill.
Shoring Monitorin
Any time an excavation is made below the level of existing buildings, utilities, or
other structures, there is risk of damage even if a well -designed shoring system has been
planned. We recommend, therefore, that a systematic program of observations be
conducted during the project construction to delineate the effects of construction on
adjacent facilities and structures. We believe that such a program is necessary for two
reasons. First, if excessive movement is detected sufficiently early, it may be possible to
undertake remedial measures, which could prevent serious damage to existing facilities or
structures. Second, in the unlikely event that problems do arise, the responsibility for
damage may be established more equitable if the cause and' extent of the damage are
better defined.
The monitoring program should include measurements of the horizontal and
vertical movements of the adjacent structures and the shoring system itself. At least two
reference lines should be established adjacent to the excavation at horizontal distances
back from the excavation face of about 10 and 20 feet. We recommend that Fifth Avenue
monitoring points be established on the curbline and the west edge of the southbound
traffic lane. Monitoring of the shoring system should include measurements of vertical
and horizontal movements at the top of each soldier pile. If local wet areas are noted
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Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page I I
within the excavation, additional monitoring points should be established at the direction
of the soils engineer. Reference points for horizontal movement should also be
selectively placed at various tieback levels as the excavation progresses.
The measuring system use for shoring monitoring should have an accuracy of at
least 0.01 foot. 'All reference points on the existing structures should be installed 'and
readings taken prior to commencing the excavation. All reference points should be read
prior to and during critical stages of construction. The frequency of reading will depend
on ' the results of previous readings and the rate of construction. As a minimum, readings
should be taken about once a week throughout construction until the basement walls are
completed. All readings should be reviewed by the geotechnical engineer.
In order to establish the condition of existing facilities prior to construction, we
recommend that the owner and/or his /her representatives make a complete inspection
and evaluation of pavements, structures, utilities, and other facilities near the project site.
This inspection should be directed towards detecting any existing signs of damage,
particularly those caused by settlement or lateral movement. The observations should be
documented by pictures, notes, survey drawings, or other means of verification. The
contractors should also establish for their own records the existing conditions prior to
construction.
Structural Fill
Based upon proposed site grade information provided to us, it appears that limited
fill placement be'required to achieve design grades. All fill material placed in building,
pavement, and non -landscaped areas should be placed in accordance with the
recommendations herein for structural fill. Prior to placement, the surfaces to receive
structural fill should be prepared as previously described. All structural fill should be
free of organic material, debris, or other deleterious material. Individual particle size
should be less than 6 inches in diameter.
Structural fill should be placed in lifts no greater than 8 inches in loose thickness
and each lift should be compacted to at least 95 percent of the modified Proctor
maximum dry density as determined by the ASTM: D-1557 test procedure beneath the
building, and 90 percent outside the building. We recommend that a geotechnical
engineer, or his representative, be present during grading so that an adequate number of
density tests may be conducted as structural fill placement occurs. In this way, the
adequacy of the earthwork may be evaluated as it proceeds. In the case of roadway and
utility trench filling and wall backfilling in municipal rights -of -way, the backfill should
be placed and compacted in accordance with current local codes and standards.
The suitability of soils for structural fill use depends primarily on the gradation
and moisture content of the soil when it is placed. As the amount of fines (that soil
fraction passing tile U.S. No. 200 sieve) increases, soil becomes sensitive to
small changes in moisture content and adequate compaction becomes more difficult, or
Zipper Zeman Associates, Inc.
19231 36'h Avenue West Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
Mixed Use Building J-161
Edmonds, Washington September 25, 1998
Page 12
impossible, to achieve. Generally, soils containing more than about 5 percent fines by
weight (based on that soil fraction passing the U.S. No. 4 sieve) cannot be compacted to a
firm, non -yielding condition when the moisture content is more than a few percent from
optimum. The optimum moisture content is that which yields the greatest soil density
under a given compactive effort.
At the time of the subsurface evaluation, the site soils disclosed by the
explorations had moisture contents below, near, and above the anticipated optimum
moisture content relative to their possible use as structural fill. However, soil moisture
conditions should be expected to change throughout the year. Most of the site soils
contain a significant fine-grained fraction. Soils in the area of recommended
overexcavation (east portion of building pad) were generally wet of estimated optimum
moisture content. Consequently, use of the on -site soil as structural fill will require that
strict control of the moisture content be maintained during the grading process. Selective
drying of over -optimum moisture soils may be achieved by scarifying or windrowing
surficial materials during dry weather. Soils which are dry of optimum may be
moistened through the application of water and thorough blending to facilitate a uniform
moisture distribution in the soil prior to compaction.
In the event that inclement weather or wet site conditions prevent the use of on -
site soil or non -select material as structural fill, we recommend that a "clean", free -
draining pit -run sand and gravel be used. We recommend that select import fill meeting
this gradation be used in the lower lifts of backfill in the overexcavation area. Such
materials should generally contain less than 5 percent fines, based on that soil fraction
passi ' ng the U.S. No. 4 sieve, and not contain discrete particles greater than 6 inches in
diameter. It should be noted that the placement of structural fill is, in many cases,
weather -dependent. Delays due to inclement weather are common, even when using
select grunular fill. We recommend that site 'grading and subsurface utility work be
scheduled for the drier months, if at all possible. We request the opportunity to review
contractor submittals for proposed imported structural fill material.
Utility Trenching and Baciffilling
We recommend that utility trenching, installation, and backfilling conform to all
applicable Federal, State, and local regulations such as WISHA. and OSHA regulations
for open excavations. In order to maintain the fiinction of any existing utilities which are
not abandoned or replaced, we recommend that temporary excavations not encroach upon
the bearing splay of existing utilities. Likewise, utility excavations should not encroach
upon the bearing splay of footings or floor slabs. The bearing splay of existing structures
and utilities should be considered to begin 3 feet away from the widest point of the pipe
or foundation and extend downward at a IH:IV slope. If, due to space constraints, an
open excavation cannot be completed without encroaching on a utility, we recommend
shoring the new utility excavation with a slip box or other suitable equipment.
We recommend that utility subgrades be firm, unyielding and free of all soils that
Zipper Zeman Associates, Inc.
1923136" Avenue West, Suite B201 Lynnwood, Washington 98036 (425) 771 - 3304
1]
Mixed Use Building
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J-161
September 25, 1998
Page 13
are loose, disturbed, or pumping. Such soils should be removed and replaced with
compacted structural fill. After a firm subgrade has been established, we recommend that
a minimum of 3 inches of bedding material be placed in the trench bottom. Bedding
material for rigid and plastic pipe should conform to Sections 9-03.15 and 9-03.16,
respectively, of the 1998 WSDOT Standard Specifications (M41-10). We further
recommend that all bedding material extend at least 4 inches above utilities that require
protection during subsequent trench backfilling. All trenches should be wide enough to
allow for compaction around the haunches of the pipe. Otherwise, materials such as
controlled density fill (CDF) or pea gravel could be used to eliminate the required
compaction around the pipe.
Backfilling the remainder of the trenches could be completed with on -site soils if
they can be compacted to the minimum levels recommended in the Structural Fill section
of this report. Wet soils excavated from the trenches could only be used as backfill by
reducing the moisture content to within a few percent of optimum. We recommend that
all utility trench backfill beneath slabs and pavements be density tested in order to
determine that the backfill has been compacted in accordance with the approved plans
and specifications.
Foundations
From our discussions with the project structural engineer, we understand that
column loads will range up to about 100 kips. In our opinion, conventional shallow
foundations supported on the medium dense to very dense and hard glacial till soils are
suitable for this project. Overexcavation of loose soils is. recommended, and backfill with
compacted structural fdl, to support footings in the ' eastern portion of the building and in
any areas where loose soils are encountered at footing grade. In locations where space
constraints and the depth to adequate bearing soils combine to make the use of
conventional shallow foundations difficult, drilled piers are feasible.
Shallow Foundation
In general, the boring explorations disclosed medium dense sand and gravelly
sand above very dense and hard glacial till soils. The approximate depth to the very
dense and hard glacial till soils is presented in the table below.
Boring Exploration Summary
Boring No.
Approximate Ground Surface
Elevation in Feet
Approximate Dense or Hard
Glacial Till Elevation in Feet
B-I
102
90
B-2
108
98
B-3
88
80
BA
88
81
All footings should be founded within the medium dense to very dense or hard
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native glacial soils, or within compacted structural fill which was placed above a stripped
and properly prepared subgrade. Footings should not be founded on or within loose or
disturbed native or fill soil, topsoil, or existing fill material if any is disclosed during site
grading, unless it has been evaluated by the geotechnical engineer.
Continuous or column footings founded in the medium dense, brown, sand And
gravelly sand may be designed for a maximum allowable bearing pressure of 3,000 psf
while footings supported on the very dense and hard, gray, silty gravelly sand and clayey
silt may be designed for a maximum allowable bearing capacity of 6,000 psf. Foundation
members constructed to bear within structural fill compacted to 95 percent density
(ASTM: D-1557) may also utilize a maximum allowable bearing pressure of 3,000 psf
If a structure is supported on two different soil types with different bearing capacities, we
recommend that the footings be designed using the lower bearing capacity to reduce the
risk of differential settlement between foundation elements. A one-third increase of these
bearing pressures may be used for short-term wind or seismic loading.
For building and retaining wall foundations, we recommend using an allowable
base friction value of 0.30 and a maximum allowable passive resistance of 400 pcf for
those foundations embedded at least 18 inches below finish grades which are placed
neatly against the dense native soils. An allowable passive equivalent fluid weight of 250
pcf could be used for compacted structural fill next to footings. Exterior footings should
extend at least 18 inches below adjacent grade for frost protection, while the interior
footings should extend at least 12 inches below adjacent grade. We recommend that all
continuous and isolated footings be at least 18 and 24 inches in width, respectively. The
project structural engineer should provide the actual foundation design.
We estimate that the total settlement of foundation members founded within the
bearing soils soils described above may approach I inch. Differential settlement of
foundations founded within the same soil type could approach half of the total settlement.
Settlements would occur elastically as the loads are applied. If possible, we recommend
that the foundation elements be placed within the same soil type to minimize the
magnitude of possible differential settlement. It should be noted that differential
settlement could approach the total settlement values if adjacent footings are founded on
different. bearing strata. Foundation settlement is oftentimes a function of the condition
of the footing excavation subgrade. Footing excavations should be free of loose or soft
soil, slough, debris, or water prior to pouring footing concrete.
The high sensitivity of the silty site soils to disturbance may require that the
footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat"
to minimize disturbance of the bearing surface during constraction. in wet weather.
Under no circumstances should footings be cast atop loose or soft soil, slough, debris, or
surfaces bearing standing water. We recommend that a qualified geotechnical engineer,
or his representative, from our firm observe the condition of the footing subgrades prior
to the pouring of concrete, or a lean concrete mud mat, in order to verify that the bearing
soils are undisturbed and that conditions are consistent with the recommendations
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contained within this report.
We recommend that the structures be protected by a perimeter footing drain. The
drain should consist of a minimum 4-inch diameter perforated Pipe embedded in at least a
6-inch thick envelope of clean, free -draining granular material, such as pea gravel.
Footing drains should be directed toward appropriate storm water drainage facilities.
Roof drains should not be connected to the footing drains. Walls cast neat against shoring
should be provided with a prefabricated geotextile composite drainage board against the
lagging, which discharges to a tightline drain beneath the slab via collection pipes routed
through the wall.
Backfilled Walls
We understand that retaining walls will be constructed on the east property line,
and the west end of the south property line. All backfill placed behind walls or around
foundation elements should be placed in accordance with our recommendations for
structural fill except that import fill will be necessary for wall backfill. The following
recommended eirth pressures, presented as equivalent fluid weights, are based on the
assumption of a uniform level granular backfill with no buildup of hydrostatic pressure
behind the wall. To minimize lateral earth pressures and. prevent the buildup of
hydrostatic pressures, the wall backfill should consist of a free -draining granular material
coupled with a perforated pipe drain placed at the base of the wall backfill, similar in
configuration to that described for the perimeter footings. All backfill within 24 inches
of the wall should contain less than 5 percent fines, based on the portion passing the U.S.
No 4 sieve.
If the backfilled walls are structurally restrained from lateral movement at the top,
we recommend that they be designed for an "at -rest" equivalent fluid weight of 50
pounds per cubic foot (pcf). If the tops of the walls are free to move laterally in an
amount equal to at least 0. 1 percent of the wall height during placement of backfill soils,
they may be designed for an "active" equivalent fluid weight of 35 pcf, Walls cast neat
against shoring should be designed for the same pressure distribution as the shoring.
Surcharges due to sloping ground, adjacent footings, vehicles, construction
equipment, etc., must be added to these values. The above equivalent fluid pressures
assume that the backfill was compacted to approximately 90 percent of the modified
Proctor maximum dry density. Additional compaction adjacent to the wall will increase
the earth pressure, while a lesser degree of compaction could permit post construction
settlements.
Concrete Slab -on -Grade Floor Subgrade Recommendations
The subgrade for the slabs -on -grade in the new building should be prepared in
accordance with the previous site preparation recommendations. As noted in the Site
Preparation section of this report, overexcavation of loose soils is recommended beneath
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Mixed Use Building
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Page 16
the floor slab to a depth of at least three feet below the base of slab. The slab -on -grade
should be founded on prerolled or compacted native ground or structural fill compacted
to 95 percent relative density (ASTM:D-1557). We recommend that the slab be
underlain by capillary break consisting of a minimum 6-inch compacted thickness of
crushed rock with a maximum particle size of '/4-inch with less than 5 percent fines based
on that soil fraction passing the U.S. No. 200 sieve. An impervious plastic moisture
barrier should be placed between the crushed rock and the slab.
Pavement Design Criteria
We understand that new asphalt pavement will be installed following building
construction. We anticipate that parking facilities and driveways will be available for
both passenger vehicles and heavier delivery vehicles. It must be recognized that
pavement design is a compromise between high initial cost with low maintenance on one
side, and lower initial cost coupled with the need for periodic repairs and higher long-
term maintenance. As a result, the owner should take part in the development of the
appropriate paving section, if possible. Critical features that govern the performance of
the pavement include the stability of the subgrade soils, the presence or absence of
moisture, free water, and organics in the subgrade, the fines content of the subgrade soils,
the traffic volume, and the intended use.
The subgrade soils are anticipated to generally consist of gravelly sand and silty
sand that is rated as a fair subgrade material with an estimated field California Bearing
Ratio (CBR) value ranging from 5 to 10 percent based on the Unified Soil Classification
of GM. An estimated CBR value of 7 was used for pavement design due to the silty
nature of the soil and the likelihood that some asphalt will be supported on structural fill.
In order to use this CBR value, all fill used beneath the pavement must have support
characteristics at least equivalent to the existing silty sand soils and must be placed under
engineering monitored conditions.
The following recommendations assume that the subgrade and any structural fill
will be prepared in accordance with the recommendations presented in this report. The
top 12 inches beneath the pavement should be compacted to a minimum of 95 percent
relative compaction using ASTMO-1557 as a standard. Specifications for pavements
and crushed base/top course should conform to specifications presented in Division 9,
Materials, of the 1998 WSDOT Standard Specifications. In lieu of crushed gravel
base/top course, asphalt treated base (ATB) can be substituted. The following table
presents recommended pavement sections for light- and heavy-duty traffic levels.
— Recommended Pavement Sections
Traffic Type
Asphalt Thickness
(inches)
Crushed Base/Top
Course (inches)
ATB Substitute for
Crushed
Aggregate (inches)
Heavy
3
6
Standard
2
6
4
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- Page 17
Crushed aggregate base course should meet the requirements presented in Section
9-03.9(3) of the WSDOT Standard Specifications. Asphalt concrete pavement should be
Class B as described in Sections 5-04 and 9-03.8 of the Standard Specifications. Asphalt
Treated Base (ATB) should conform to Sections 4-06.3, 5-04, and 9-03.6 of the Standard
Specifications.
Site Disturbance
The native soils that will be exposed upon completion of stripping contain a
significant percentage of fine-grained particles. These silty soils are susceptible to
disturbance, particularly when wet. We recommend that the contractor make every effort
to minimize disturbance of stripped surfaces. These efforts may include directing surface
water away from open excavations and the placement of a crushed rock or concrete mud
slab surface in the footing trench excavations. If site work were accomplished in wet
weather, the placement of clean sand and gravel below paved areas would promote future
drainage and improve subgrade support. In addition, vehicle traffic over wet subgrades
or prepared areas should be minimized. Application of these measures will reduce the
likelihood of additional overexcavation of disturbed soils and associated costs for export
and import will be reduced.
CLOSURE
The conclusions and recommendations presented in this report are based on the
explorations accomplished for this study. The number, location, and depth of the
explorations for this study were completed within the site and scope constraints of the
project so as to yield the information necessary to formulate our recommendations. Some
of the plans for this project were in the preliminary stage at the time this report was
written. Under the circumstances, it is recommended that we be provided the opportunity
for general review of the project plans and specifications in order to confirm that the
recommendations and design considerations presented in this report have been properly
interpreted and implemented into the project design package.
The integrity and performance of the foundation systems at this site depend
greatly on proper site preparation and construction procedures. . Field judgement by a
qualified engineer will be necessary in order to determine the adequacy of the site
shoring, drainage, and foundation support systems. Therefore, because of our familiarity
with the site soils, we recommend that Zipper Zeman Associates, Inc. be retained to
provide geotechnical engineering services during the project. If variations in the
subsurface conditions are observed at the time of construction, we would be able to
provide additional geotechnical engineering recommendations: to the contractor and
design team in a timely manner as the project construction progresses.
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It has been our pleasure to provide you with this evaluation. If you have any
questions, please call at your convenience.
Enclosures:
Respectfully subiriiacd,
ZIPPER ZEM
Jo E. Zippei
President
Figure I — Site and Exploration Plan L"PIWZ J /24/AF9
Figure 2 — Lateral Pressures and Design Criteria
Appendix A — Field Exploration Procedures and Logs
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wu
9
EXPLANATION
BORING NUMBER AND APPROXIMATE LOCATION
B-1
DRAWING DEVELOPED FROM SITE PLAN BY TAYLOR GREGORY ARCHITECTS DATED AUG 5,1998
FIGURE 1, SITE & EXPLORATION PLAN
EDMONDS MIXED USE PROJECT ZIPPER ZEMAN ASSOCIATES, INC.
5' AVENUE AND ERBEN STREET P.O. BOX 5420
EDMONDS, WASHUNGTON LYNNWOOD, WASHINGTON 98046
JOB NO: J- 161
cl�— ... —
Zivver Zeman Associates, Inc.
Geotechnical and Environmental Consulting
300
No Load
Z6ne
H/4
JFH/4
Ri
400 (D)
Net Passive Pressure
Ta
600
Tieback Tendon
Grouted Tieback
Anchor
H
21
Street Surcharge = 30i(Hs)--,Y"'30 �(H+2)
Active Pressure
PRELIMINARY TEMPORARY
TIEBACK ANCHOR CAPACITY*
'ru Ultimate Adhesion 3000 psf
Ta Allowable Adhesion 1500 psf
*This capacity must be verified in the field.
Notes:
1 - All units in pounds and 'feet.
2. Net passive pressure applied over 2 concreted pile diameters
or pile spacing, whichever is less.
3. Active pressure applies over pile spacing above grade.
4. "At Rest" pressures may apply as described in report text.
Mixed Use Building
Edmonds, Washington
Lateral Pressures and Design Criteria
Temporary Shoring
J-161
September 25, 1998
Figure 2
144 Railroad Avenue, Suite 211 Edmonds, Washington 98020 (425) 771 - 3304
0 0
APPENDIX A
FIELD EXPLORATION PROCEDURES AND LOGS
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APPENDIX A
FIELD EXPLORATION PROCEDURES AND LOGS
J-161
Our field exploration for this project included four borings advanced on September 17,
1998. Approximate exploration locations are shown on the Site and Exploration Plan,
Figure 1. Exploration locations were determined by measuring distances from existing
site features with a fiberglass tape relative to Schematic Design palns of the site, dated
August 1998, prepared by Taylor/Gregory Architects. As such, the exploration locations
should be considered accurate to the degree implied by the measurement method. The
approximate ground surface elevation at each exploration location was determined by
interpolating the information provided on the topographic plan. The following sections
describe our procedures associated with the exploration. -Descriptive logs of the
explorations are enclosed in this appendix.
Soil Boring Procedures
Our exploratory borings were advanced with a hollow stem auger, using a truck -
mounted drill rig operated by an independent drilling firm working under subcontract to
our firm. An experienced engineering geologist from our firm continuously observed the
borings logged the subsurface conditions encountered, and obtained representative soil
samples. All samples were stored in moisture -tight containers and transported to our
laboratory for further visual classification and testing. After each boring was completed,
the borehole was backfilled with soil cuttings, and the surface was patched with concrete.
Throughout the drilling operation, soil samples were obtained at 2.5- to 5-foot
depth intervals by means of the Standard Penetration Test (ASTM: D-1586). Thistesting
and sampling procedure consists of driving a standard 2-inch outside diameter steel split
spoon sampler 18 inches into the soil with a 140-pound hammer free falling 30 inches.
The number of blows required to drive the sampler through each 6-inch interval is
recorded, and the total number of blows struck during the final 12 inches is recorded as
the Standard Penetration Resistance, or "blow count" (N value). If a total of 50 blows is
struck within any 6-inch interval, the driving is stopped and the 'blow count is recorded as
50 blows for the actual penetration distance. The resulting Standard Penetration
Resistance values indicate the relative density of granular soils and the relative
consistency of cohesive soils.
The enclosed boring logs describe the vertical sequence of soils and materials
encountered in each boring, based primarily upon our field classifications and supported
by our subsequent laboratory examination and testing. Where asoil contact was observed
to be gradational, our logs indicate the average contact depth. Where a soil type changed
between sample intervals, we inferred the contact depth. Our logs also graphically
indicate the blow count, sample type, sample number, and. approximate depth of each soil
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sample obtained from the boring, as well as any laboratory tests performed on these soil
samples. If any groundwater was encountered in a borehole, the approximate
groundwater depth, and date of observation, is depicted on the log. Groundwater depth
estimates are typically based on the moisture content of soil samples, the wetted portion
of the drilling rods, the water level measured in the borehole after the auger has been
extracted, or through the use of an observation well.
The boring logs presented in this appendix are based upon the drilling action,
observation of the samples secured, laboratory test results, and field logs. The various
types of soils are indicated as well as the depth where the soils or characteristics of the
soils changed. It should be noted that these changes may have been gradual, and if the
changes occurred between samples intervals, they were inferred.
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PROJECT: EDMONDS MIXED USE BUILDING JOB NO. J-161 BORING B-1 PAGE 1 OF 2
Location: NE Corner Approximate Elevation: 102
Soil Description
40
W
L.
W
'a 1.
Penetration Resistance
U
E
E E
0 ;
A
Z
Standard Blows per foot odw
10 20 30 40
Asphalt pavement over medium
dense, damp, brown, fine to
...............
...... 4 ...... 4 ------ 4 ...... 4 ------ 4 ------ 4 ------ ...... 4 ...... 4
medium SAND -,)ith some silt.
......
S-1
::A::
...... ......
..... ...... ------ ...... ...... ...... 4 ....... I ....... I ....... 4 ......
.. ...........
----- ..... ...... ------ ...... ...... ...... ------ ......
Gravelly zone @ 3 to 6'
..............
..... 1 ...... ...... ...... ...... ...... ......
...............
...... 4 ...... 4 ......
Loose, damp, brown, silty fine
to medium SAND
---
S-2
----- ...... ...... ------ ------ ------ ...... ------ .......
A10,
----- ----- ...... ------ ...... ......
------
...............
..... ...... ...... ...... ------ ------ ------ ......
10
..............
. . . . . .
F
...............
..... ...... ...... ...... ...... ...... ...... ...... ...... ......
- - - - - - - - - - - - - - - -
Dense, wet to saturated, gray
----
S-3
...... 4 ...... 4 ------ 4 ...... 4 ------ 4 ...... 4 ...... 4 ------ 4 .......
interbedded SAND w/some silt
15
I
and silty sand with some
..............
..... ...... ------ ...... ...... ...... ..... ...... ------
gravel
..............
...............
Grades to wet
S-4
------ ------ ...... ....... ......
..... ...... ...... ...... ...... ...... ...... ...... ...... .......
------ 1 ...... 1 ...... 1 ------ il--i-111-1-1*1-11-
50
...............
..............
..............
..... ------ ------ ------ ...... ......
..... ...... ...... ...... ...... ...... ...... ...... ...... .......
20
S-5
..... 4 ...... 4 ...... ------ ....... ....... ....... ....... ... 5q
Dense, moist to wet, gray silt ..............
..... 4 ...... 4 ------ 4 ...... 4 ...... i ------ 4 ...... 4 ...... 4 ------ 4 ......
SAND with some gravel
25
..............
EXPLANATION
.0 20 40 60 80 100
2-inch O.D. split spoon sample
Moisture Content
3-inch I.D. Shelby tk sample
Plastic Limit Natural Liquid Limit
Groundwater level at time of drilling
ATD or date of measurement
Zipper Zeman Associates, Inc.
Geotethillical & Environmental Vansultank
�1 ' :"�. '-
OROJECT:
11 EDMONDS MIXED USE BUILDING JOB NO. I J�-161 BORING B-1 PAGE 2 OF 2
A,ocation:
30
35
40
45
�61
Approximate Elevation:
Soil Description 1 .2 , .2 h. V ,
MAE" =0
E- E
03 =
in Z
(See page 1)
Dense, wet, gray, . silty SAND T-6
with some P-ravel
Boring terminated at 27.3 ft.
Groundwater not encountered
Perched groundwater
encountered above dense soils
between approximately 12-1/2
and 15 feet.
- - - - - - - - - - - - - - - -
rimpleted on 9/17/98
EXPLANATION
I 2-inch O.D. split spoon sample
0 3-inch I.D. Shelby tube sample
V Groundwater level at time of drilling
ATD or date of measurement
Penetration Resistance
A A
Standard Blows per foot Other
10 20 30 40
0 .20 40 60 so 100
Moisture Content
Plastic Limit Natural Liquid Limit
U
.E
W,
40
.9
Zipper Zeman Associates, Inc.
Geatechnical & Environmental Consultants
-PROJECT:
EDMONDS MIXED USE BUILDING JOB NO. J-161 BORING 'B-2
L,ocation: SE Corner
5
10
15
20
Approximate Elevation: 108
SoilDescription u .2 6
4W
C-
6 ;t
Z I U ,
Asphalt pavement over loose to
medium dense, moist, brown to
dark brown, SAND to silty SAND
(possibly man -placed fill)
- - - - - - - - - - - - - - -
Dense, moist to wet, gray with
mottling, silty SAND with some
gravel
S-1
I j S-4
.............
-- ------ -- --
Very - dense, moist, - gray, - siltyl* --- " ........
SAND with some gravel
S-5
25
EXPLANATION
I 2-inch O.D. split spoon sample
0 3-inch I.D. Shelby tube sample
I Groundwater level at time of drilling
ATD or date of measurement
PAr_F I MP -9
Penetration Resistance
A A
Standard Blows per foot Other
10 20 30 40
.... i.4
I...... 4 ....... ....... I ......
4 .......
..... 4A. i 7
44
4
I...... 4 ------
0 20 40 60 so too
Moisture Content
Plastic LAmit Natural Liquid Limit
z
Zipper Zeman Associates, Inc.
Geotechnical & Environmental Constiltants
PROJECT: EDMONDS MDCED USE BUILDING JOB NO. J-461 BORING B-2 PAGE 2 OF 2
A,ocation: SE Corner Approximate Elevation: 108
Soil Description
Penetration Resistance
r
A
Standard Blows per fi)ot Other
10 20 30 40
— — — — — — — — — — — — — — — —
Very dense, wet, gray, silty
SAND with some clay and gravel
- - - - - - - - - - - - - - - --
Hard, moist, gray Cj_AY and
................ ...... ------ ------ ...... ...... ...... ...... ...... .......
S-6 ------ 4 ...... ...... ------ ....... ....... ....... .......
.............. ....... ....... ....... ....... ...... ...... ......
..............
............... ------ 1 ------ 1 ...... 1 ...... 1 ......
30
clayey SILTj with fine sand
............... ..... 4 ------ ...... ......
laminations
...... ......
S-7 . 67.
T
......
.............. .....
.............. ..... ...... ------ ...... ...... ------ ...... ...... ------ -------
.............. ..... ...... ..... ...... ...... ------ ------ ...... ------ ......
35
...... ...... S-8 02
.
..............
4 ....... 4 ------ ...... ...... ...... ...... ------ ------ -------
............... ...... ........ ...... ...... 1 ...... ------ ...... ...... ...... .......
...............
4 ....... i ------ 4 ....... 4 .....
... �gviiti
S-9
40
......
-IT
....... ..... . ...... ......
-.4 ------ 4 ....... 4 1 1 .... ...... t -----
-
Boring terminated at 43 1/2 ft . ...............
45
depth
No groundwater encountered ..............
......
1 ....... 1 ...... 1 ...... 1 ...... i ----- ------ i ------ ------
6ompleted
...............
on 9/17/98
...... ...... ....... ....... I ...... 4 ...... 4 ...... ......
..............
.....
...... ...... ...... ......
..............
50
..............
0 20 40 60 80 100
EXPL41NATION
2-inch O.D. split spoon sample
Moisture Content
3-inch I.D. Shelby tube sample
Plastic Limit Natural Uquid Umit
Groundwater level at time of drilling
ATD or date of measurement
Zipper Zeman Associates, Inc.
Geotechnical & Environmental Consultants
P I PROJECT: EDMONDS MIXED USE BUILDING JOB NO. J-161 BORING B-3 PAGE I OF
,wocation: West Side Approximate Elevation: 88
E Soil Description
.2 Penetration Resistance
CA Z
CL. CL
-Z
A
1-5-inches Asphalt Pavement—, F
over loose, wet to saturated,
mottled orange and tan, SAND ......
with some silt.
5
S-1
— - Ben-sey-wet-to saturated, - - - ....
10 brown, silty SAND with some
— gravel; SAND interbeds 1*--r* .... S-3
1, Boring termianted at 11 1/2 ft� ...........
depth
Groundwater encountered at -------------
approximately 8 feet at time ...............
is of drilling
-I Completed on 9/17/98 ..............
20
25
EXPLANATION
I 2-inch O.D. split spoon sample
3-i..h I.D. Shelby tub, Sample
1 Groundwater level at time of &Iling
ATD or date of measurement
atanuard Blows per toot Other
10 20 30 40
ATnD
:39:;
0 20 40 60 so 100
Moisture Content
Plastic Limit Natural Liquid Limit
Zipper Zeman Associates, Inc.
Geoteellnicol & Environmental Consultants
PROJECT: EDMONDS MIXED USE BUILDING JOB NO. J�161 BORING B-4 PAGE I OF
JLocation: NW Corner Approijmate Elevation: 88
Soil Description
0
0
0 L.
Go
Penetration Resistance
6 E
A A
4
Standkrd Blows per foot Other
10 20 30 40
Sod over medium dense, moist
towet, mottled to brown, SAM
................
------ 4 ....... ...... ------ ------ ...... ...... ------ ...... ......
with some silt and silty SAND .
................
some gravel
.....
S-1
..... ..... ------ ...... ...... ------
5
..I
..... ------ ......
I-— s-2
...... ......
7
---
- - - - - - - -
- - - - - - - -
Very dense, wet2 gray -brown 2
...............
----- ...... ------ ------ ...... ...... ------ ...... ------ ------
silty SAND, some gravel
S-3
----- 4 ....... 4 ------ 4 ...... 4 ------ 4 ------ 4 ------ 4 ...... Wit'l.
10
Boring termianted at 9 feet.
Completed on 9/17/98
................
..............
...... ...... ------ ...... ...... ...... ...... ..... ...... ------
..............
...... ------ ------ ------ ...... ...... ...... ------ ------
...............
..............
...............
..............
..............
..............
..............
..............
..... ...... ...... ...... ...... ..... ...... ------ ...... ......
..... ------ ...... ------ ------ ------ ...... ------ .....
...... ....... ......
...... ------ ------ ...... ------ ...... ...... ------ ......
..... ...... ------ ...... ...... ......
----- ------ ...... ...... ------ ------ ------ ------ .......
20
..............
..............
..............
.....
.....
..... ...... ...... ...... ...... ...... ...... ...... ..... ------
...... ...... ...... ...... ...... ...... ...... ...... ......
...... ...... ------ ------ ------ ...... ...... ...... ......
251
..............
.....
...... ...... ...... ...... ...... ...... ...... ...... ......
EXPLANATION
0 20 40 60 80 100
I 2-inch O.D. split spoon sample
Moisture Content
0 34ch I.D. Shelby tb. sapie
Plastic Umit Natural Uquid Umit
Groundwater level at time of drill ing
ATD or date of measurement
Zipper Zeman Associates, Inc.
Geotechnical & Enironmental Conquitank
0
0
Im
CITY OF EDMONDS
COMMUNITY SERVICES
13089
DATE:
Received of: SCL� (3
, - A- 0 Phone:
Address: ),C---) Z�4
Proiect Location:
Check No. 10 Cash
Water Meter Size:
Water Connection Fee
Sewer Permit/Repair
Trunk Charge
Sewer Connection/LID Fee
R/W construction Permit Fee
Street Cut/Restoration Fee (620 Fund)
Street Disruption Fee (111 Fund)
Engineering 2.2% Inspection Fee
Engineering Specs & Plans Fee
Storm Drainage Fee
Street Use Permit
Building Permit ' Fee - Type
Plan Check Fee
State Surcharge (622 Fund)
Zoning Application Fee - Type
Shoreline Permit Fee
SEPA Review Fee
Recording Fee
Maps/Books
Photocopies
Traffic Mitigation Fee
Sidewalk Contribution
Total Received
Amount
Received by: Permit No. J L)
FT rr-,PIE
ADJACENT PROPERTY OWNERS LIS
Attach this notarized declaration to the adjacent property owners list.
IMEDIII
NOV - 4 1998
On my oath, I certify that the names and addresses provided represent all properties
located within 300 feet of the subject property.
Subscribed and
C) -OOV
Ip
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Public in anofor the State of Washington
Residing at VLr7-T'
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PACIFIC NORTHWEsir TITLE
3224 Wetmore Avenue
Everett, WA 98201
Phone: (206) 258-6450 Fax.* (206) 252-7373
PREPARED FOR:
LARRY PARRETT
TA YLORIGREGOR Y ARCHITECTS
600 MAIN STREET SUITE C
EDMONDS WA 98020
PREPARED BY: LINDA DRAPER
Date 05111198
Time 9:14:03
Report S SUBJ. TCF List Count: I
Sort : PARCEL
PLEASE DESIGNATE PACIFIC NORTHWESir TITLE ON YOUR
PURCHASE AND SALE AGREEMENTS
M E T R 0 S C A N
Reference Farm
Snohomish (WA)
ler
Address
Phone
Ref Number
-------------------------------------------------------------------------------------------
Admiralty Associates
960
5th Ave
S Edmonds 98020
1
Anderson Raymond A;Frances
505
Pine St
#301 Edmonds 98020
206-775-2457
2
Arnim P Scott
705
5th Ave
S #101 Edmonds 98020
425-776-0987
3
B;T Dev Co
616
5th Ave
S Edmonds 98020
4
B;T Dev Co
*No
Site Address*
5
Bankovich John;Ardell M
530
4th Ave
S Edmonds 98020
425-778-0263
6
Bayles Margaret M
505
Pine St
#201 Edmonds 98020
206-672-3321
7
Beddall Bradley
*No
Site Address*
8
Bentler James W
702
4th Ave
S Edmonds 98020
425-778-1263
9
Bra.dshaw George F;Marie C
547
4th Ave
S Edmonds 98020
425-775-9227
10
Chan Man Hoi
630
5th Ave
S #107 Edmonds 98020
11
Christiansen Patricia A
716
4th Ave
S Edmonds 98020
12
Copstead Elizabeth F
710
4th Ave
S Edmonds 98020
425-774-5734
13
Crim James A;Nancy S
527
Hemlock
Way Edmonds 98020
425-771-6316
14
Curtis Chester B;Dolores B
539
4th Ave
S Edmonds 98020
15
Curtis Chester B;Dolores B
520
Hemlock
Way Edmonds 98020
16
Dahl Lillian J
517
4th Ave
S #D Edmonds 98020
17
Dawson Charles R
519
4th Ave
S #D Edmonds 98020
206-774-0288
18
Dorcas Leonard E;Alice E
505
Pine St
#102 Edmonds 98020
206-775-8557
19
Drullinger Dan L
544
4th Ave
S Edmonds 98020
425-778-2264
20
Dyason-Wood Gwen
900
5th Ave
S #H Edmonds 98020
21
Dyason-Wood Living.Trust;Dy
900
.5.th. Ave�
4 ,#100 Edm nds, 9802.0
-0,
22
Earnheart Ted;Libbye
565
Hemlock
Way Edmonds 98020
23
Easterbrook Alla L
517
4th Ave
S #C Edmonds 980*20
24
Eckinann Rolfe W
630
5th Ave
S #204 Edmonds 98020
25
Eckrnann Rolfe W 1400555
*No
Site Address*
26
r'---4e Leonard N;Ruth M
505
Pine St
#302 Edmonds 98020
206-774-0799
27
.�s R B
651
5th Ave
S Edmonds 98020
425-771-7932
28
Ewing Arnold G
630
Sth Ave
S #la Edmonds 98020
29
Fox Dana
530
Hemlock
Way Edmonds 98020
30
Freimark Floyd
727
4th Ave
S Edmonds 98020
31
Fuj:Lwara George
651
5th Ave
S Edmonds 98020
425-774-0099
32
Garfield Margaret D
505
Pine St
#104 Edmonds 98020
206-778-2382
33
Gee James R;Gloria J
705
5th Ave
S #302 Edmonds 98020
34
Ghenov Paul B
535
Hemlock
Way Edmonds 98020
425-775-1745
35
Gipson Patrick G;Maryanne
711
4th Ave
S Edmonds 98020
36
Girmus Gerald A
534
4th Ave
S Edmonds 98020
37
Good Richard C
555
Hemlock
Way Edmonds 98020
425-778-3251
38
Gumnick Yvonne A
705
5th Ave
S #202 Edmonds 98020
39
Hapeman Robert C
519
4th Ave
S #A Edmonds 98020
425-774-9094
40
Hathaway Anne B
630
5th Ave
S #208 Edmonds 98020
41
Head Isabel F.
630
5th Ave
S #207 Edmonds 98020
42
Hofmann Arnold R;Vicki G
613-617 5th
Ave S Edmonds 98020
43
Holleman John R;Aileen
515
Seamont
Ln Edmonds 98020
44
Huddleston Harold D;Mary E
630
5th Ave
S #103 Edmonds 98020
45
Jensen R D
*No
Site Address*
206-542-7079
46
Jones Roland S
517
4th Ave
S #A Edmonds 98020
47
Lang Jack A;Brida K
541
4th Ave
S Edmonds 98020
48
Larsen Donald A;Janice R;Ra
630
5th Ave
S #104 Edmonds 98020
49
Larsen Harvey J;Norma Jean
630
5th Ave
S #102 Edmonds 98020
50
Larson P A
630
5th Ave
S #202 Edmonds 98020
206-774-3299
51
Leaf George;Betty Lou
705
5th Ave
S #301 Edmonds 98020
52
Leese Wayne
630
5th Ave
S #203 Edmonds 98020
53
Liukko Gregory R;Cindy S
554
4th Ave
S Edmonds 98020
425-774-1292
54
T g Jesse 0
520
Seamont
Ln Edmonds 98020
425-776-4942
55
1. Florence E
900
5th Ave
S #101 Edmonds 98020
56
'..'�Werg
Macdonald Andrew S;Josephin
705
5th Ave
S #201 Edmonds 98020
57
Martin S Michael;Michelle J
900
5th Ave
S #302 Edmonds 98020
58
Mayer Harry C;Mary A
900
5th Ave
S #201 Edmonds 98020
59
Mcconnell Wheaton H
555
4th Ave
S Edmonds 98020
425-775-2857
60
The Information Provided Is
Deemed Reliable, But Is Not
Guaranteed.
M E T R 0 S C A N
Reference Farm
Snohomish (WA)
Address Phone Ref Number
I-------------------------------------------------------------------------------------------
Mckay Robert G
521
Hemlock
Way Edmonds 98020
61
Mc-lellan Richard H
630
5th Ave
S Edmonds 98020
206-546-0961
62
Mcnaughton M L
533
4th Ave
S Edmonds 98020
425-775-4237
63
Medina -Miller Heidi;Miller
525
Pine St
Edmonds 98020
64
Merrihew Leslie
561
Hemlock
Way Edmonds 98020
206-774-9320
65
Messer Rowland E
517
4th Ave
S #B Edmonds 98020
66
MiIler Ian;Donna
531
4th Ave
S Edmonds 98020
67
Mitzman Barry N;Smith Lisa
717
4th Ave
S Edmonds 98020
425-776-8329
68
Mollgaard Robert J
621
5th Ave
S Edmonds 98020
360-568-4379
69
Monaghan John R
*No
Site Address*
70
Monroe Yvonne Brain
900
5th Ave
S #13 Edmonds 98020
71
Murphy Joan B
630
5th Ave
S #106 Edmonds 98020
72
Nevarez Betty M Fisher;Lore
630
5th Ave
S #108 Edmonds 98020
73
Norman Byron E;Dolores 1
519
4th Ave
S #C Edmonds 98020
206-778-1825
74
Oram Raymond W Jr;Sandra J
525
Seamont
Ln Edmonds 98020
75
Patterson Alrene
505
Pine St
#203 Edmonds 98020
76
Pickett Ronald
654
4th Ave
S Edmonds 98020
206-774-7298
77
Reed W Lowell
703
4th Ave
S Edmonds 98020
78
Roe Ted S
651
5th Ave
S Edmonds 98020
79
Sather Andrew;Ellen P
505
Pine St
#202 Edmonds 98020
80
Schepp Suzanne K
651
5th Ave
S Edmonds 98020
81
Schott Joyce F
505
Pine St
#204 Edmonds 98020
82
Smith Winnifred M
519
4th Ave
S #B Edmonds 98020
83
Sorensen Marilyn L
900
5th Ave
S #300 Edmonds 98020
84
Stutz James A
900
5th Ave
S #301 Edmonds 98020
85
Sundquist Roy H
505
Pine St
#101 Edmonds 98020
206-744-0394
86
S-1wester Linda L
630
5th Ave
S #205 Edmonds 98020
87
* irson Virginia L
630
5th Ave
S #101 Edmonds 98020
206-776-2044
88
Tootle Milton;Ruth
539
Hemlock
Way Edmonds 98020
425-776-4806
89
Treiber Jeffrey T
630
Sth Ave
S #206 Edmonds 98020
90
Tusty Melanie
558
4th Ave
S Edmonds 98020
'425-776-2234
91
Ulberg Daniel W
*No
Site Address*
92
Ulskey Darryl R;Joy A
631
5th Ave
S Edmonds 98020
93
Watson Thomas J
705
5th Ave
S #303 Edmonds 98020
94
West Hazel K
630
5th Ave
S #105 Edmonds 98020
206-771-5096
95
Whitlock Emma G
705
5th Ave.S
#203 Edmonds 98020
96
Wienker Ruth D
505
Pine St
#103 Edmonds 98020
97
Wiles John D;Nadine F
630
5th Ave
S #201 Edmonds 98020
98
Wiley Martha S
900
5th Ave
S #200 Edmonds 98020
99
Windsong Condo
900
5th Ave
S #G Edmonds 98020
100
Windsong Condo
900
5th Ave
S #F Edmonds 9.8020
101
The Information Provided Is Deemed Reliable, But Is Not Guaranteed.
5*(e ;ql?f
-'Ile. i sq,
- * Q
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
Planning - Building - Engineering
February. 12, 2003
Taylor Gregory Architects
Attn: Brad Beddall
654 5h Ave S, Suite 300
Edmonds, WA 98020
GARY HAAKENSON
MAYOR
SUBJECT: Release of Site Improvement Maintenance Bond., Bella Coola Project
Dear Brad,
The City of Edmonds, Engineering Division, has performed the required two-year
maintenance inspection of the site improvements for the Bella Coola Building. In order
for the Site Improvement Maintenance Bond to be released the following correction must
be made:
1. The west edge of the paved alley has broken down and.settled in some areas. The
asphalt must be sawcut to establish a clean edge (a minimum width of 1 foot) and the
raised pavement edge reconstructed in the failing locations.
Please call the Engineering Inspection line at 425-771-0220, ext. 1326 to request a final
inspection once this correction has been made. Upon final approval the City will allow
for release of your maintenance bond.
Please feel free to call me with any questions you may have at 4.25-771-0220, ext. 1338.
Thank you,
Jeanie McConnell
Engineering Technician
im
C: Permit/Bond File
Incorporated August 11, 1890
F�Lc- 6-D
RECEIVED
JUN 2 3 2000
INGINEM0 -
ff-Y'l
Date:
23 June 2000
Fax To:
Mr. James Walker City of Edmonds
From:
Kent Gregory
Project:
Bella Coola Building
Subject:
Dumpster Location
cc:
James Roberts City of Edmonds
Gordon Hyde City of Edmonds
,.Lyle Crisman City of Edmonds
Steve Fisher City of Edmonds
Jeannine Graf City of Edmonds
Steve Bullock City of Edmonds
Laura Kneak � City of Edmonds
TAYLOR-GREGORY
ARCHITECTS
654 V" Ave. South, Suite 300
Edmonds, WA 98020
Tel 425.778.1530
Fax 425.774.7803
Emall hft@tay1u"ire_cwy
No. of Pages ind. Cover: 8
Fax: 425.771.0221 Phone: 425.771.0220
Fax: 425.771.0221 Phone: 425.771.0220
REMARKS: [3 Urgent 0 ForyourReviiew N Repfy ASAP El Other
Please circulate the attached letter and enclosures to all of the specified City employees.
If you did not receive all the pages� please call the following number (425) 778-1530.
Fax Walker.doc Page I
Vj
TAYLOR-GREG.ORY
ARCHITECTS
"i00P_
23, 2000
Mr. James..VValker, -City Engineer
City of Edmonds
121.e.Ave. North.
Edmonds,.WA 98020
Dear Mr. Walker,
The alleyway to. the west of our property extends north from Erben Street approximately.300 feet
to a privately. owned easeme . nt access -that runs fr . om 4 th to 5th Avenue, Our dumpster enclosure
opens onto this north/s ' outh alleyway. The construction- plans were reviewed and approved With
the dumoer in this locafion.
I-Pte-in the permit review process, Jamal Mahmoud informed us that wewould be denied access
to the alley north of our building and th'sit the alleyway must, b . e closed oft with a plahter. A: revised
design showing this planter was accepted and a building permit dated 4/5/99 was granted on this
basis. The project was constructed.perlthe approved docurnents.
In February of 2000, Dennis Grainger, from my office, contacted Sound Disposalt to obtain a
dumpster and to initiategarbage collection. The representatives from Sound Disposal came on
site and reviewed the conditions with Dennis and informed him that the.dumpster enclosure could
not be accessed in its present configuration. He suggested another meeting on -site with Steve
Fisher.
One week later, Dennis, Steve Fisher and the Sound Disposal supervisor.met"on site to revibw
the conditions. Steve mentioned that the City had failed to inform SQund Disposal of its decision.
to. close the alleyway, which restricted the garbage trucl(s ability totum around. Steve suggested.,
that removable b6ilards may be acceptable in lieu of the planter, allowing access to the north
alleyway only by Sound Disposal,
On April 10, 1 wrote a letter ' to Steve confirming this solution and asking for a complete review
from all City Departments (see 4ftached). No response to the letter was received.,
Again, on April 25j Dennis Gminger, from my office, sent a letter to.Gordy Hyde proposing a
solution. No response was. everrec eived.
Subsequently, the Sound Disposal supervisor reviewed. the boll6rd solution and said 4 was..
unacceptable due to the difficulty of removing bollards in cold weather.The possibility of a chain
with a padlock was discussed.
In �May, Dennis called. Ji6i Walker trying to solicit a response to his letter and was informed that
the issued had been sent to the Legal Dept.. to consider the,possibilfty of reopening the alleyway.
He was advised that he would be contacted soon regarding this issue. No.answer wAs
forthcoming.
On June 13, 1 met with Jeannine Graf in response to her request to resolve the -final Certificate of
Occupancy. During this discussion, I explained to her the situation regarding the alley. She
suggested I call James Roberts.
A Limited Liability Partnership Phone 425.778.1530
654 5th Ave. South, Suite 300 Fax 425.774.7803
Edmonds, WA 98020 info@taylorgregory.com
Heft a voice! maif,with,Mr. Roberts,.* Immediately after, Dennis received a call from LyIq Crisman*
suggesting t6at the dumpster enclosure be relocated to the southwest'corner of our property built
within the Erben St.'right-i'of-wty fqr�,easy accesO to the dumpster by Sound Dis sal. If seems an
PO
unlikely solution for the following reasons:
06r dumpster would be relocated i . n, a.public right-of-w ay. -
It woulo impinge on the turning radius Intd-the north/south alleyway.
It is unlikely that the residents to the south in the Windsong condominiums would find
this an acceptable solution,
There is conside.rable ipxpense in relocating a previously appro4ed dumpster
enplosure.
At thispoint, we have spo in different representatives Of the City without having'
I ken to at least sevL
gained any clear understanding of who i.9 responsible to make a decision or what is to be d9ne.
Please advise.
Sincerely,
Ke Grp o
.,g
-Principal
cc. James Roberts Ctly of Edmonds
Gordon ..!City of Edmonds
Lyle Crisman City of Edmonds
Steve:Fishet City.of Edmonds
Jeannine Graf City of Edmonds
Steve Bullock City of Edmonds
Laura Knaak City of Edmonds 7
Notm Nicholson Sound Disposal
Brad 86ddal, Samoiet LLC
Todd. Brunner- Brunner Brothers Construction
KGfie
Enclosures
Y'
5,ncere!V,--
lKerego
Principal
9
April 10, 2000
Mr. Steven Fisher.
Recycling Coordinator
City of Edmonds, Public Works Dept.
7110 210 St SW
Edmonds, WA 98026
Fax: 425-744-6057
Re: Alley Access at 654 5'h Ave S.
Dear Mr. Fisher,
Recently you met at the above described property with Dennis Grainger of my office, and
Norm Nicholson of Sound Disposal Inc. to discuss access to the dumpsters on this
property. It is my understanding at that meeting that you concluded that the planter curb
which separates our property from the alley to the north must be removed, additional
asphalt must be placed at the removed planter, and a gate must be instaRed with a lock
which is accessible only to Sound Disposal. This is contrary to previous directions given
by the City of Edmonds, as noted in the attached April 13th letter from Jim Walker, which
was approved and constructed per the attached drawing.
The changes you are proposing will incur additional expense to the property owner.
Before proceeding with such work we will need direction from the City that reflects
concurrence from all affected City departments
Please feel free to give me a call at 4257778-1530 if you have additional comments or
questions.
Sincerely,
Kent Gregory
CC: Brad Beddall, Fax: 771-1111
Norm Nicholson, Sound Disposal Fax: 672-2158
James Walker, City Engineer Fax: 771-0221
Ray Miller, Director
John Westfall,
Steve Bullock, Zoning
Gordon 11ide, Development Services Engineer
Todd Brunner, Brunner Bros. Construction
Maryanne Zukowski, Traffic Engineer
K(3/tm
0
Fax: '771-0221
Fax: 771-0221
Fax: 771-0221
Fax: 771-0221
Fax: '771-5097
Fax: '771-0221
41, � C.TL-
ire r-AT
� e>LmVp.
CLAN5 I too ol
C
e=TL 0\
G)MT&I L
/7- G/O 0
6K- I At, o o
�1.vl C. 18 0 \3
E
CITY OF EDMONDS ,
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
July 21, 1999
Kent Gregory
Taylor Gregory Architects
6505 1h Ave So
Edmonds, WA 98020
Re: Request for address change from 650 5 1h Ave So to 654 5 1h Ave So
Mr. Gregory,
BARBARA FAHEY
MAYOR
Thank you for the request to change your address. in response to your letter, your
address has been changed from 650 5 1h Ave South to 654 5 th Ave South. I will
forward this information to Police, Fire, Utility Billing, Public Works and the
Building Official. It is your responsibility to inform the Post Office and all other
interested parties.
Thank you,
Lara Knaak
Permit Coordinator
Cc: Fire Department
Police Department
Utility Billing
Public Works
Building Official
Incorporated August 11, 1890
Sister City - Hekinan, Japan
P
0
July 15, 1999
Lara Knaak, Development Services Technician
City of Edmonds
121 5th Avenue North
Edmonds, WA 98020
Re: Permit # 99017 Address
Dear Ms. Knaak:
The address shown on our permit
for the Edmonds Mixed Use Building is:
650 5" Ave S.
0
rAYLOR-GREGORY
1100� ARCHITECTS
C 4z.
. I VZO
lut 2 111999
')"VEL0P14EAfr,,
C/Ty OF 'E�RVICES
ED14ONDs' CTR-
I am requesting that we be allowed to
the original address assignment for the site of.
654 5th Ave. S.
Please confirm in writing that Taylor/Gregory
may use the 654 address. .
Singerely,
Kent Gregory
Principal, .
Post -It* Fax Note 7671
Date pages
Tol"4-
From
Co./Dept
Co.
Phone#--/'�. -7-71,6.;L�
Phone f 1&5'. ;z -7
Fax # - --tl '2
177 ';L;"/
Fax f
L,1,5 ,
A Limited Liability Partnership Phone 425.779.1530
600 Main Street, Suite C Fax 425.774.7803
Edmonds, WA 98020 Email tga@seanet.com
C" .. .... . M ' . �' .1 .. I � - , . Z. __ , '� . ,
Wrm
CftypfEfton
/000 RIGHT-OF-WAY CONSTRUCTION.,
/t7 C. - I V3 C) �3
Permit Number-.99� 3,,,a
Lssue Date: V
A. Address or Vicinity of Construction:i2RICLI�) -Z ?eRixi", I'v P111311e.
B. Type of Work (be specific):
C. Contractor:,?-,,,.,,, A"er"e4f, To e.
Mailing Address: P 1. Wo
Stat�'tice= #: A-q
A
PRILL14t, SWPer A_,'T1LAeTCiZ: Fk%/1RD1 P1.73MI,
D. Building Permit # (if applicable): d A
Contact: 7,-
_Jr—ell e, r ?7*,;2Pe'1
Phone:
Liability Insurance: Bond: $
Side Sewer Permit # (if applicable):
E. E] Commercial E] Subdivision City Project 0 Utility (PUD, GTE,WNG, CABLE, WATER)
n Multi -Family EJ Single Family Other
1,47S r
INSPECTOR: I�PECTOR: JAN'Irw 7-
F. Pavement or Concrete Cut 0 Yes F-]No G. Size of Cut: x H. Charg 10=
APPLICANT TO RE�b AND, SIGN
INDEMNITY: Applicant -understands and by his signature to this application to hold the City of Edmonds harmlessf" injuries, damages, or claims of any
kind or description whatsoever, foreseen or unforeseen, that may be. made against the City 9f Edmonds, or any of'its departments or
employees, including or not limited to the defense of any legal proceedings including defense costs andattorney fees by reason of granting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL INSPEC-
TION, AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL Bk HELD UNT!"L.THE FINAL-STREETPATCHIS . COMPLETED
BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THE APPLICANT
Two sets of construction drawings of proposed work re4uired"with'permit application.
A 24 hour notice is required for inspection. Please call the Engineering Divisi,c?n,'77.1-0220.
Work and material is to be inspected during progress and at completion.*
Restoration is to be in accordance with City Codes.
Street shall be kept clean at all times.
Traffic Control and Public Safety shall be in accordance with City regulation's as required by the City Engineer.
Al.l.street cut trench work shall'be patched with asphalt or City approved material prior to the end of the working day;
NO EXCEPTIONS.
I have read the above statements and understand the permit requiremen . ts'and the pink'copy of the permit will be
available on site at all'timesfor inspectionpurposes,
Signature.-���_
Date.
(Contractor ZorA tMt)
CALL DIA -DIG PRIOR TO BEGINNING WORK
FOR CITY USE ONLY
APPROVED BY: qckl
TIME AUTHORIZED: VOID AFTER DAYS
SPECIAL CONDITIONS: 2- ho,"'Ols p4r "ALC11104
RIGHT OF WAY FEE: 30 0�1.
DISRUPTION FEE/FUND I 11:
RESTORATION FEE: 100—
T OTAL FEE:
RECEIPT NO.:
ISSUEDIBY:
NO WORK'SHALL BEGIN PRIORTO PERMIT. ISSUANCE Eng. Div 1997
CONTRACTOR CALLED FOR INSPECTION EJ YES NO
Partial Work Inspection by P.W.:.
Work -Disapproved By: Date:
FINAL APPROVAL BY: Date:
_4�
'v
SITE PLAN
EDMOMM NMUMA= BUHMRqG
EDMOND% WA
WIM/N
4b
TAYLOR -OR EGORY
ARCHITECTS
we vo, or.% aft c
WA WM
(ammit"
(I'AMMMU
0
PLANNING D
N e�w - �'Om iA,
NAME:-ET)Hb14TX--::� L/t6E i
SITE ADDRESS: DATE: 37
ZONING: lb(� PLAN CHK#: �f -3-7 5-
PROJECT DESCRIPTION:
ALLOWED?:
USE(S) PROPOSED.M (/r/
LEGAL NONCONFORMING LAND USE DEfERMINATION ISSUED (Y/N)
CUP File:
ADB FILE #: 9 X- OR DATE WAIVED:
PLANS MATCH APPROVED PLAN:
PARKING:
U s e: Vt--f:; 7 No. Spaces Required
X (floor area, # employees, etc.) -
use: 6'0 M (9FF No. Spaces Required:
X 4191 — (floor area, # employees, etc.)
Total Required: Actual Provided:
SETBACKS:
Required Setbacks:
Front: (f) Left Side: ED Right Side: Rear:—O
Actual Setbacks:
I Front: 1�:01-eft Side: —Right Side: Rear:
Street map checked for additional setback required? _(Yes/No)
MAXIMUM FLOORAREA: -�/-/ 4--'�
Maximum Allowed:-M� -Actual-: 42
BUILDING HEIGHT:,
Maximum Allowed:- 'T Actual Height:
Modulation Allowed?: -eZx,�, Modulation Height:
Datum Point: C E2 , i�lfl ---Datum Elevatlon:---ff�
LANDSCAPING:
Matches ADB approved:
Bond:
SUBDIVISION:
CRITICAL AREAS #:
4Af11cs\permAt^PLANDAc.D0C C over )
SEPA DETERMINATION:
SHORELINE REQUIRED?:
LOT AGGREGATION REQUIRED?:
nTHFR-
Plan Review By:
cAf11cskpamAt^PLANDAc,D0C
ERICH (J TIETZE AND ASOCIATES, INC.
Engineers and Consultants
18530 76th Avenue West Suite B Edmonds, WA 98026. 425-771-6212 FAX 425-775-0236
S� P/
-L
Mr. Don Fiene February 19, 1999
City of Edmonds
121 5'11 Avenue North
Ednionds, WA 98020
Sub ect: Revised Drainage Plan for Mixed Use Building,6 S th f0hTayloroLtregory
J ollip VS11pe ou
Architects
Dear Don:
The proposed inixed-use building is located on a lot approximately 0.4 acres in size. There wil/be a nlix of
covered pirkin- and outside parking. Tile covered parking is designed so that downspout runoff frorn the
,,Jc,�roofwill sheettlow across the covered parkingto wash tile parking surface. Therefore, the covered parking
should actually be considered Outside parking for detention and treatment purposes.
]'he cNisting use is also mixed use consisting of cornmercial and residential use. The present site is not
provided with storm runoff detention. The site drains to a storni drain systern located in a private access
road- I -lie storin drain Continues in a northerly direction toward Howell Street where tile SySternS turn West
Third Avenue. At tile Third Avenue, the systern again turns north to Shellabirger Creek. The creek
cjl-'�Iijjs illto tile Union Oil marsh.
The -enclosed plans were developed in accordance with the Department of Ecolo.-Y S101-11711'eller
IIJU1711(11 fiff ihe Pj�gei Sound Basi)7 and the City of Edmonds Storniwater Management
01'LlinatICC. Since tile total pavement area is more than 5,000 square feet, biofiltration facilities are
required. Under other circurnstanc . es, a bioswale would be used for biofiltration. In the case of this site,
tllcl-e is 110 way to locate a bioswale oil the site at an elevation that w9uld be able to treat the pavernent
Ithough no�j'thc first choice for water quality
I-1111oll'. For this reason, a Wet Vault has been proposed. A
ti-catnient, It is an acceptable option. The wet vault was sized to provide a dead storage volunic flor tile
runofffrorn the 6-inonth, 24-hour storm. The wet vault was also designed to provide live storage for use in
providin'-, detention lor tile site. The live ''I ..... ....... .... . ..... .... ... ... . w ��ca I c L I Mat e- d inf, e inside width
—37t -Fv�i �ion diNerence between tile top of the dead stora, c a d t 1 overflow
7) Me v y tile ei �
elevation in the Flow Control Structure. A -baffle in the wct vault is provide -to -insure that even under
overflow conditions. the untreated water is kept in the first compartment of the vault.
The existing site was
The detention systern is designed for the 2-year. 10-year and 100-year stornis
modeled as If the site consists of meadows. Calculations for tile proposed design are attached to this letter.
Respeciftilly submitted,
ERICH 0. TIETZE AND ASSOCIATES, INC.
ENGNEERING
Erich 0. Tietze, P.E. C_ )6)J
President
r
4
IE-
L
L t
A'�
10
cU. I YEA R AUPATP N Oihi? PiEf 1; ;L
------------------- --------------------------------------------------
TV'! PPF ......
FA; L M.S
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to
---------------------------------------- — ----------------------------
0-YEW N-MN STO.R.1 "" 2.000 TOTAL PUCIP,
------------------------------------------------------------------
F Rvi Tr Ft)S* BAS I P I
--------------- ---------------------------------------------------------
1, HIII: APERVI.
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RAINFALI 01"TRIOUT10K
E"TER: FREWEAR). OURATIONIHOUR), PRECIP(INCHES)
----------------------------------------------------------------------
- - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
....... DISTRIBUTION
S T " P E - I
-----------
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--------------------------
----------------------------------
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I I
M.S. TYPE-JA RAINfALt HSTRIBUT109
ENTER.: HEO(YEAR), PRECIP(INCHEss
24 1.0
---------------------------------------------------------------------
t—l-st—t-6 S.C.S. TYPE -IA DISTRIBUTION
2-YEAR 24-HOUR STORM At** 1,00w TOTAL PRECIP . .........
----------------------------------------------------------------------
Fpq P'.qA cr,
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irIFERVIOlis T,
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;PECFFY TYPE OF R/O FACILITY'
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- TAAK - IRFIMAA,109 M4
3 - VAIRT 69AWL
2
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;4257747803 a 2/ 6
4- 2-99;11:54AM;TaYl0r egory
4-02-1999 11:39AM F RUNNER BROTHERS INC 425 771 So
Receiv,a: D P. 1
APR 0 2 1999
DEVELOPMENT SERV10ES CTR.
CITY OF EDMONDS
BRUNNER
EARTHWORK
BROTHERS,
WORKSHEET
INC. EDMONDS MIXED -USE
12110198 MODIFIED EAST BANK CALCS
H GRID
V GRID
SF
EXISTING
DESIGN
CUT
FILL
GRADE
A
1
400-00
0.00
0.00.
0,00
2
400.00
26.00
0.00
0.00
3
400.00
88-00
15.00
400.00
4
400.00
88. 00
15.00
400.00
5
400.00
22.00
4.00
400.00
8
400.00
0.00
0.00
0.00
B
1
400.00
90.90
90,90
0.00
0.00
0-00
2
400.00
90.60
86.60
59.26
0.00
300.00
3
400-OD
90.00
86.17
71.56
0.00
400.00
4
400.00
89.00
85.17
56.74
0.00
400.00
5
400.00
89.00
86.00
44.44
0.00
400.00
6
400.00
88.00
87.00
14.81
0.00
400.06
c
1
400.00
90.50
85.17
78.96
0.00
400.00
2
400.00
89,00
85.17
56.74
0.00
400.00
3
400.00
88.00
85.17
41.93
0.00
400.00
4
400.00
88.00
84.50
61.85
0.
400.00
5
400.00
87.00
85.50-
22.22
0.00
400.0
6
400.00
86.00
86.50
0.00
7.41
400. 0
D
1
400.00
so'so
85.17
78.96
0.00
400.00
2
400.00
90.00
85.17
71.56
0.00
400.00
3
400.00
88.00
85.17
41.93
0.00
400.00
4
400.00
87.00
84.00
44.44
0.00
400.00!
6
400,00
86-00
84.50
22.22
0.00
400.00
6
400-00
$5.00
85.50
0.00
7.41
400.00
E
1
400.00
90.60
85.17
76.96
0.00
400-00
2
400.00
88,00
135-17
41.93
0.00
- 400.00
3
400.00
$7.00
85.17
27.11
oloo
400.00
4
4.00.00
85.50
83.50
29.63
0.00
400.00
5
400.00
83.50
7.41
0.00
400.00
6
400.00
84.00
84.00
0.00
0.00
400.00
F F
1
400.00
89.00
82.25
100.00
0.00
400.00
2
400.00
88.00
82.25
85.19
0.00
400.00
3
400.00
87.00
82.25
70.37
0,00
400.00
4
400.00
84.00
81.50
37.04
0.00
400.00
5
400.00
83.00
$1.00
29.63
0.00
400.00
6
400.00
82.00
81-50
7.41
0.00
400.0
G C
1
400.00
$3.50
83.00
7.41
0.00
400.00
2
400-00
83.00
81.00
29.63
0.00
400.00
3
400.00
83.00
80.50
37.04
oloo
400.00
4
400.00
82-00
81.00,
14.81
0.00
400.00
5
400.00
81.00
79.75!
18.52
0.00
400.00
6
400.00
80.00
79.50'
7,41
0.00
400-00
0.00
0.00
0-00
0.00
0.00
0.00
0.00
0.00
0.00
esj&OL-
0.00
0.00
TOTALS
fC 611. 1
48.811
15100-00
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CITY OF EDMONDS BARBARA FAHEY
MAYOR
121 5TH AVENUE NORTH- EDMONDS, WA 98020 * (425) 771-0220 - FAX (425) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works e Planning/Building e Parks and Recreation - Engineering * Wastewater Treatment Plant
August 14, 1998
Dale B. Watkins, P.E.
Lovell-Sauerland & Associates, Inc.
19400-33'd Avenue West, Suite 200
Lynnwood, WA 98036
SUBJECT: Condominium/Commercial Building at 654 Fifth Avenue South
Dear Dale,
The Engineering Division has reviewed your revised traffic report along with the site plan. The
following information is needed to complete the review.
1. Provide details of your mitigation analysis for the 12 PM peak hour trips. Show
projected trips at each location analyzed.
2. Traffic Circulation: Based on the information provided in the traffic study, it appears
that the site has two accesses — one from Erben Drive and the other from "nortb/south
alley between Erben Drive and the east/west alley." Please provide more information
regarding the agreements or easements allowing use of the "north/south alley between
Erben Drive and the east/west alley." Some City records show that the east/west alley is
privately owned.
3. Please provide a traffic drawing showing the distribution of the generated traffic and the
ingress/egress to the proposed site.
If you have any questions, please feel free to contact Jamal Mahmoud at (425) 771-0220,
Ext. 328.
Sincerely,
� it IF,
JAMES C. WALKER, P.E.
City Engineer
JCW/cmc
Enclosures
c: Gordy Hyde, Development Services Engineer
Steve Bullock, Senior Planner
GAENGRUAMAL\654-5THS. DOC Incorporated August 11, 1890 0
Siste:Cities International — Hekinan, Japan
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0 01
CITY OF EDMONDS BARBARA FAHEY
121 STH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 77.1-0221 MAYOR
COMMUNITY SERVICES DEPARTMENT
Public Works - Planning/Building * Parks and Recreation e Engineering - Wastewater Treatment Plant
November 2,1998
Dale B. Watkins, P.E.
Lovell-Sauerland & Associates, Inc.
19400-33'rd Avenue West, Suite 200
Lynnwood, WA 98036
SUBJECT: Condominium/Commercial Building at 654 Fifth Avenue Sout
Dear Dale,
The Engineering Division has reviewed your revised traffic report along with the site plan dated
September 2, 1998. The following information is needed to complete the review.
0 Please submit traffic plan and show the following:
I . Parking stall dimensions.
2. Aisle width between parking stalls.
3. For the two parking stalls east of the proposed project, please show dimension and traffic
circulation.
4. For the seven parking stalls west of the proposed project, please show dimension, traffic
circulation and distance from the edge of the north/south alley pavement.
5. For the portion of the north/south alley between your entry and E rben Drive, you are required to
make improvements which include paving, drainage, signage, pavement marking and safety for
traffic circulation. Please provide pavement width.
There is a discrepancy on the total square footage of commercial office space; we have two numbers -
-5,472sf and 4,881 sf. Please verify the correct amount.
The ROW width of the north/south alley is 17.42 feet (from Erben Drive to the east/west alley). The
ROW width of Erben Drive from Fifth Avenue South to Fourth Avenue South is 20 feet.
The east/west alley between Fifth Avenue South and Fourth Avenue South is a privately owned
parcel. To have the right to access the east/west alley, you must obtain legal access from the owner.
If legal access is not obtained, you are restricted to use of Erben Drive.
Sincerely,
J A JN�Lkr A BHMM 0 U D. P. E.
Traffic Engineer
JM/cmc
c: Steve Bullock, Senior Planner
Gordy Hyde, Development Services Engineer
9 Incorporoted August 11, 1890 9
L �T4 . ��r
T.A'Y,'L6R-GRE,GORY
ARCkITECTS
September 29, 2000
Letter of Agreement between:
City of Edi-honds, Planning Department,
City pf,Edrnonds, Engineering Department
Sound Disposal, Inc'-..
Samoset, LLC
This agreement is,in regards to the accbss.-to the dumpster enclom-6 �behind the� Bella Coola
don* d . - ) 1 1, � th, 1.� . . � I,! '. . .. � ; . .1 1 .1 . .. . -
ominiums-located at 654 5 Ave S., Edmonds,.Washington.
Presehtly,the north/south.alley"Which,e�t6nds to the north Qf'Erben Street between 5�h Avenue,
and-4 Ih Avenue has' been.,,,blocked. by a curb, 4/hidh`waS'L placed -there . u I ponord'e'rs: from the City.of;
Edmonds. n1purpose of this curb was to alle�icqib any additional traffic utilizin north/south
'The g e
alley, part of Vhich is privately owned..
TheL closure of the nwth/south Wley ha's mAdeit impossible for'S6und Disposal to'access the.,
th
dumpsterenclos"ureat'654—,5 Ave South. This lefter-outlin6s.a solution to this problem arid,
upon acceptance from airparties,listed,,work will cpmmen6e'no later than 30 days of the signiffg,
of this agreement.
Propose . d solution: The curb and landscaping W 1. ill be : rerhov6d f rorn� thr e alle� in t.
quesion.A
suitable,metaLgate, Will be installed, allowing'a r of: M — th i
ccess to the rea. 6 A enue Sou rom'
the alle�. to ithe north, for use by sanitation and emer hibles�only'. This gate Will remain
gene ye
closed and secu red d urin' times other -than those pre io sl% mentioned. The gate will be of tube-
9 Y: U Y,
metal co'n'st"ruction%'eaich,'�dcti6n.b a ely 8' in length. Thelwo swing-arm,gates will:�
eing app ' roxim ' t
meet in the middle of. the, drivewa� by-apeial rod, Which wil[drop into a sleeve in
y and secured I . .% 1. .
th Vill b de igned in such 6 Way t all wa,Oadloc to,.b6,utilizedi if needed,
e paverneft This rod e s. 0 0 k
The gat6mill.be painted with a light7Colored exterior paint, highly V h'
isible to a0proac irig
vehicular and,pedestrian traffio.,Although the original curb' -was installed under -direction of -,,the.'.'
pity th'e.propert ill ia -chAnge."Any
y owner w ke financial. responsibility for this proposed
'improvements; deemed necessary to th& alley outsidp'(north�l,of the-property'in question will be,
the responsibility:of the,City of Edmonds.
Agreed to.and acknowledged by:
�d
—4p
G
/0-7/0
Mr. Brad'Be'ddall,:- Date ound D�i�s I I Date,
sa, nc..
Samoset, UC
City of Edmonds, 6ate _X Chy T'Edrrion�Ts7 -:Dat
Engineering Department 4ing Department
]Pound Dis
A Limited Liability Partnership
Phone 425378.1536
654 5th Ave. South, Suite'300
Fax 425.774.7803
410
Oc�-t-02-00 04:04A
P. OIL
Septer�ber 29, 2000
TA..YLO'R-G RE GORY
ARCHiTECTS
Letter of Agreement between:
'annin' De ient.
City of Edmonds, PL g parm,
City of- tdmonds, Engineering Departaient
Sound Disposal, Inc.
Sarn�osel, LLC
Thi6 agreement is in re
. gards to the acce�s to the dumpsler enclosure behind the, Bella Coola
Condominiums,located at 654 _ eh,AVe ' , S'.'Edrnonds, Washington.
Presently, the north/sou.th allay, whicH extends to the north of Erben Street.between !P Avenue,
and 41h Avenue, hae been.blocked by a curb,,.whic�"wias'plaiced there bpon 'orders from 11he..Cily of
Edmonds. The: purpose of this imrb was to alleviate any acidiQonal traffic utilizing the north/south
alley. parioll,which is privately owned.
The closure of -the north/South alley has made it impossible for Sound Disposal i6access the
durripstei enclosure at 654 — 51h Ave South. This letter-oudines a solution to this problem and. -
upon acceptance from ;dl parlie% listed, work will commence r)o later than 30 days of the signirfo
of this agreement.
Proposed solution: The curb atnd landscaping will be remov6d froM the alley in qdestion. A
suiti�ble Imatii.9ale.will be installed, illowing access to the rear of-654 — e Avenue South from
This. gate will remain
the alley tolhe north for us6 by sanitationiarid emergency vehicles only.
closed and secured during times other than those previously mentkoned. The qal�- will be of tube-
rfi�tel con's1ruction,- eiiich.'saclios bi§ing appr9ximiately 8' in length. The iwo swing -arm gates MR
rn�ioel in the middle of'the! driveway and secured by a metal rod, �ihich Y411 drop Into a sleeve In
the pavement. This rod will bo 8esigned in such a way to ailow.a -padlock to be. utilized; 0 need#.d,
The gate will be I painted with a light-colored exterior paint..making it highly visible to approaching
vehicular and pedestrian traffl . c. Although the original curb was installed under direction bfthe,
City, the pro0erty owner will take financial responsibility for this proposed change. Any
, improvernents deemed necessary to the alley outside'(north)!of the propetty in question will be.
the responsibility of the City of Edmonds.
Agreed to and acknowledged by:
in- 4.
Mr. Brad Beddall, Date Sound Disposal, Inc. Date
Samoset, LLC
dmonds, Date
City of Edmonds, 6W�'
Date
Enginearino Departrbent Planning Department
A LiMited Liability Partners ip Phone 425.778,1530
654 Sth Ave South, SLUIe'300 Fax 425.774 7803
Edmonds, WA 98 . 020 i nt08tay10F9f e90(y, corn
Q..
fAYLOR'-GRE'G6RY
XR C H I T E �,T S
N
Y,
October 19, 2000
E VED
CEI
-''OICT 19, 2600
7
-Mr. Don Fiene
Engineering Dept.
EN INEMING
City,ofE , di�onds
th
12.1 5 Ave. North
m
I Ed 'onds, WA, ' 98020
Re: Permit #990170
J:
Subj6 'Parking Stall Dime I nsion
ct.'
Dea'r Mr.'Fie'ne,
I am -writing . t i o -requestrelief f rom the requ iremenis�of the Edmonds Community DevelopiTfbnt
McCon*n'ell's reviewof the
1,8 .\Jeanne
Code' Se,ctiop, .95.'020iregfarding parking stall, dimensions
-rbvealed one substandard parking stall beneath the rporf;s'iucture (please note
._parking area, ca t
atfachbd site plan drawing). The canopy was co6stru`c'ted in,such a'%Aray that one coluftpjntrudied
into the parking stall b y,5-inches, reducing its widtfi, to 8" 11".
C6rrection'of th,is pebbl6rn would, require I substantial demolition of footings, aspoalt,paving and
struciural'elemerits of the carpoftcanop at the affected stall be
y. Accordingly, I request ih'*
considered a)r6,d . uc4d4idth stall per-.18.95:,020 (4).
—Thanklybu for your'c,onsideration of.this matter'. Please feel frei�'to giv6'me acall-ify6u haveany'�,k
questions,or.commo,nts.
Sincerely,.
Kent'Greggry
r
-Dictated by KOni, signed in his absence.
Attachments,
K /Ih
G
Cit..
J.
/*
17 _j
N
4i5.778.1530
WLimit.ed Lia ility Partnershio , Phone
'654 5fh Ave South,'Suite 300, Fax 425.774 7803
Edmonds, WA 98020 info@taylGrgregory COM
of EbAt
CITY OF EDMOND
t.�
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: APPROVED. ENG20130235
Pen -nit Number: ENG20130235
Address of Public Use/Encroachment: 654 5TH AVE S #101, EDMONDS
PROPERTY OWNER BUSINESS OWNER
THE ERBEN BUILDING THE ERBEN BUILDING
654 STH AVE S UNIT ) 654 5TH AVE S UNIT
EDMONDS, WA 98020-3620 EDMONDS, WA 98020-3620
STREET USE/ENCROACHMENT I
CANOPY AND ROOF OVERHANG ABOVE SIDEWALK, RETAINING WALLS BELOW GRADE AT SIDEWALKS
STREET USE. Placement of any temporary or movable objects in any portion ofpublic space or City right-of-way shall
meet all code requirements as setforth in thefollowing chapters of the Edmonds Community Development Code.
ENCROACHMENT. Permanent structures encroaching upon any Portion ofpublic space, City right-of-way or
easement area shall meet all Code Requirements. as setforth in thefollowing chapter of the Edmonds Community
Development Code.
CODE APPLICATION. Chapter 18.70, 17.65, and 17.70.040 of the Edmonds Community Development Code. All terms
of the adopted ordinance are incorporated herein as ifsetforth in full and this permit therefore is subject to the terms of
those chapters.
FOR THE TERM IN WHICH THIS PUBLIC USEIENCROACHMENT IS IN EFFEC7; THE OWNER SHALL COMPL Y WITH
THE PERMIT CONDITIONS SET FORTH B Y THIS PERMIT I
NOTE. The issuance of this permit is understood by the owner to be of a temporaty nature, shall vest no permanent right
and shall be issued and may in any case be revoked at the sole discretion of the City per ECDC 18.70.040. Applicant is
responsible to provide a copy of the insurance certificate to the City at the beginning of each calendar year, no later
titan the 2-1st day of January.
INDEAVVITY. The Applicant understands and agrees to hold the City of Edmonds harmlessftom any injuries, damages
or claims ofany kind or description whatsoever, foreseen or unforeseen, that may be made against the applicant or the
City ofEdnionds, or any of its departments or employees, including but not limited to the defense of any legal
proceedings including defense costs, court cost, and altorneyfees by reason ofgranting this permit. In addition, the
applicant understands that helshe shall provide and continually maintain during the term of the permit a ceritificate of
insurance naming the city as an additional insured, with respect to liability, andproviding that it shall be primary as to
any other policy of insurance.
THIS APPLICATION IS NOT A PERMIT UNTIL SIGNED BY THE CITY.ENGFNEER OR HIS/HER DEPUTY: AND FEES ARE PAID, AND RECEIPT IS ACKNOWLEDGED IN
SPACE PROVIDED. .
RELEASED
Printed: Thursday. ADril 18. 2013
DATE
F-1 FILE COPY F-1 INSPECTOR COPY F-1 APPLICANT COPY
STATUS:- APPROVED
ENG20130235
The proposal will not adversely impact public space open to vehicular or pedestrian travel.
Architectural Design Board Approval has been granted or the process has been administratively
approved.
The proposal will -not unreasonably interfere with the rights of the public.
The proposal either benefits the public interest, safety or convenience (e.g., supports or protects the city
street) or is an accessory structure such as fence normally associated with residential use of the property
as fully complies with the requirements of criteria above.
Applicant shall repair/replace all damage to utilities or frontage improvements in City right-of-way per
City. standards that is caused by or occurs during the permitted project.
Sound/Noise originating from temporary construction sites as a result of construction activity are exempt
from the noise limits of ECC Chapter 5.30 only during the hours of 7:00am to 6:00prn o n weekdays and
10:00am and 6:00prn on Saturdays, excluding Sundays and Federal Holidays. At all other times the
noise originating from construction sites/activities must comply with the noise limits of Chapter 5.30,
unless a variance has been granted pursuant to ECC 5.30.120.
Applicant, on behalf of his or her spouse, heirs, assigns, and succe§sors in interests, agrees to indemnify
defend and hold harmless the City of Edmonds, Washington, its officials, employees, and agents from
any and all claims for damages of whatever nature, arising directly or indirectly from the issuance fo this
permit. Issuance of this permit shall not be deemed to modify, waive or reduce any requirements of any
City ordinance not limit in any way the City's ability to enforce any ordinance provision.
INSPECTIONS
0 None
JISE PERMIT
CITY OF EDMONDS ZONE 99, 0 41.7 0
CONSTRUCTION PERMIT�, APPLICATION o, NUMBER .,
SUITE/APT #
OWNER NAME/NAME OF BUSINESS ADD13ESS
LEGAL DESCRIPTION CHE BDIVISION NO. LID NO.
aw /
W MAILING ADDRESS q t !4 A', I k)lt4
Z
.30: 61'r
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP. TESCP Approved ID_
CITY-1, zip TELEPHONE NUMBER EXISTING REQUIRED DEDICATiopi-7- RW Permit Required El-
i��r
,21,?�,, Street Use Permit Req'd 19'
-7 7/ /-114- PROPOSED Inspection Required
N�j
Sidewalk Required j-vXo*4
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LINE SIZE: No. OF FIXTURES PRV REQUIRED
METER SIZE
uj ADDRESS- YES* NO 0 3:
Al �_' 6 11/ 1, Tbn Ilk 6
REMARKS Z
CITY zi TELEPHONE NUMBER w
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1 RE
Er CITY ZIP TELEPHONE NUMBER
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- �_�Nllvkvelnv -771. C,; 1rV W
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EXPIRATION DATE 1 J V?IZ&v�6
STATE LICENSE NUMBER
bF,pA1,.,V
,OXO 4A
T4 VARIANCE OR CU ADB4 S I
Legal Description of Property - include all easements
SEPA'REVIE7V SIGN AREA HEIGHT
"7;�� 7,# 9, COMPLETE EXEMPT ALLOWED PROPOSED ALLOWE ED
D IPROPOS
EXP
1+t__;k1r11111_1 77
LOT COVERAGE REQUIRED SETBACKS (FT.) PROPOSED SETBACKS (FT.)
Lu 112�t 0
/Ayr ALLOWED � PROPOSED FRONT SIDE REAR FRONT URSIDE REAR
uj 0
Property LOT A I.— Z
r7 �r PLANNING'REVIEW B TE
Tax Account REA r
Parcel No. 14 6 A 0 c I th, �1 �4MA
REMARKS I I . ,
ENEW 19, RESIDENTIAL Mj:ZPLu,—,bl,,"ECH
COMPLIANCE OR NO) a-VIP11 10y<rA_ 6)1%d= r+o,�
ADDITION COMMERCIAL CHANGE OF USE
E] APT:. BLDG. A
El REMODEL' SIGN
FENCE CHECKED BY TYPE OF CONSTRUCTION ICODE OCCUPANT
GRADING ( X —FT)
E] REPAIR CYDS. GROU,
DEMOLISH WOODSTOVE SWIM POOL SPECIAL INSPECTOR 4
INSERT HOT TLIB/SPA REQUIRED 149k Or 100 / j/0P OCClJJPANT
RETAINING WALL/ YES IQ, - , LOAD
GARAGE _q0Wjj / '
D CA ROCKERY RENEWAL REMARKS
Z 0
0
(TYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN: tjmu
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Ifesi-11V /(WVVI _j
C Vw"411-4,41 Zy x4wf mp-t
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WEL NG ICRTS
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DESCRIBE WORK TO BE DONE (ATTACH PLOT PLAN)
J&Wf Z%WAA,6022611
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FINAL INSPECTION REQUIRED
VALUATION FEE
PLAN CHECK FEE
r191 VIV I-r!5 Ij f_-�29, &-t- -5&4:67 31Z S
HEAT §OUI�ICE: GLAZING BUILDING
%
PLUMBING
Plan Check No. MECHA NICAL
This Permit covers work to be done on private property ONLY. GRADING/FILL
Any construction on the public domain (curbs, sidewalks, (/0
driveways, marquees, etc.) will require separate permission. STATE SURCHARGE _;501150
permit Application: 180 Days Tf� 6_ 1111 Tfe�,41?0 tiJ
STORWIDRAINAGEFEE
Permit Limit: I Year - Provided Work Is Started Within i80 Days:
"Applicant, on behalf of his or her spouse, heirs, assigns and ENG._,INSPECTION FEE 1_5 L7
U) successors in interesti agrees to indemnify, defend an. 11—
/,"J
harmless the City of Edmonds, Washington, its officials
m employees, and agents from any and all claims for damages oi 9-sftt
a: 4z)
< whatever nature, arising directly or indirectly from the issuance
deemed to PL
modify, waive or reduce any requirement of any city.ordinance
of this permit. Issuance of this permit shall not be AN CHECK DEPOSIT
VY
0
Z nor limit in any way the City's ability to enforce any ordinance TOTAL AMOUNT DUE
provision."
I hereby acknowledge that I haveCread this application; that the
information given is correct; .11nd that I am the owner, 6'r th� - duly ATTENTION APPLICATION APPROVAL
authorized agent of the owner. I agree to comply with city and THIS PERMIT
state laws regulating construction; and in doing the work authoriz- AUTHORIZES This application is not a permit until
ed thereby, no person will be employed in violation of the Labor ONLY THE signed by the Building Official or his/her
Code of the State of Washington relating to Workmen's Compensa- WORK NOTED Deputy,* and fees are paid, and receipt is
tion Insurance aria RCW 18.27. INSPECTION acknowledged in space provided.
SIG DEPARTMENT
,,�ATURE (OWNER OR AGENT) J DATE SIG '
CITY OF OFFld�LfS SIGNATYRE DATE
A
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4 � 00t,
AW
4 EDMONDS
e� iA fi�
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CALL FOR REILIEA��&'8Y: DATE
ATTENTION INSPECTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR OR16NAL - File YELLOW Inspec
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED, UBC 771-0220 to,
SECTION 109 PINK - Owner GOLD - Assessor
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IT EXPIRES--���
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CITY OF EDMONDS
UtE,
ZONE PERMIT
NUMBER 9 90807
JOB SUITE/APT#
ADDRESS
CONSTRUCTION PERMIT APPLICATION
OWNER NAME/NAME OF BUSINESS
PLAT NAMEISUBDIVISION NO.
LOT NO.
LID NO.
LID FEE $
x MALINd ADDRESS
W
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approved 0
RW Permit Required 0
z
0
EXISTING _. PROPOSED
Street Use Permit Req'd 0
Inspect on Required 0
Sldewa:k Required 0
I Underground
CITY ZIP
TELEPHONE
I _771
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1�14
REQUIRED DEDICATION— FT
Wiring required 0
NAME
I
METER SIZE
NO. OF FIXTURES
i PRV REQUIRED
1
a��D r
YES E3 NO 0 a
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ADDRESS
REMARKS
OWNER/CONTRACTOR RESPONSIB�E FOR EROSION CONTROL/DRAINAGE
2
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CITY
ZIP
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TELEPHONE
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CHECK BY
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jj�YES 0 NO
SEPA REVIEW
COMPLETE EXEMPT
SIGN AREA
ALLOWED PROPOSED
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ALLOWED PROPOSED
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PROPOSED SETBACKS (FT.)
FRONT UR SIDE REAR
ADDITION C] COMMERCIAL COMPLIANCE OR
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CHANGE OF USE
PARKING
REO'D D
LOTAREA
PLANNING REVIEWED BY 0 T
REMODEL APARTMENT SIGN
Fj REPAIR C] GRADING E] FENCE X
CYDS FT)
REMARKS
DEMOLISH TANK OTHER
Ej RETAINING
ROCKERY WALL
ARPO T� RENEWAL
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P: (TYP F USE, BUSINESS OR A
QL
IVITY) EXPLAIN:
&,Vn -F,
CHECKED BY
YPEOF R CTION .
L
ICO OCCUPANT
GROUP
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CRITICAL
SPECIALINSPE TOR
AREA OCCUPANT
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AREAS
�
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0
UNITS
NUMBER 12�
REQUIRED C] vrq
LOAD
/0/ 22-
DESCRIBE WORK TO BE DONE
REMARKS.
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQ'D Z
,Y,� 1-71 ni 7 L2f
VALUATION
FEE
PLAN CHECK FEE
_q]
HErVCE ZING % LOT SLOPE %
BUILDING
7(_0
PLAN CHECK NO: VESTED DATE
PLUMBING
MECHANICAL
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
GRADINGIFILL
9 DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MAROU911i%� ET;C.)j WILL REQUIRE
SEPARATE �PERMISSION.
STATE SURCHARGE
Lu PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT: 1 YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
REVIEW FEES
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
(n APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
. E . NG. INSPECTION FEE'
Lu ;N INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
_j
LANDSCAPING
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
INSPECTION FEE
ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
1XI
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
PLAN CHECK DEPOSIT
RECEIPT
V
DEEMED TO MODIFY, WAIVE OR REDUCE ANY REQUIREMENTOF ANMITY ORDINANCE
LD
0 NOR LIMIT IN ANYWAY THE CITY'S ABILITY TO ENFORCE ANY ORDINANCE PROVISION."
TOTAL AMOUNT DUE
RECEIPT hag 130
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFbRMATION
APPLICATION APPROVAL
GIVEN IS CORRECT;AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC-
CALL
This application is not a permit until signed by the
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
Building Official or his/her Deputy: and Fees are paid. and
IN VIOLATION OF THE LABqR CODE, OF. THE STATE OF,WASHINGTON RELATING TO
FOR INSPECTION receipt is acknowledged in space provided.
WORKME�SICO MPENSA Tlq!�XNSURANCE ANDf5ALjj<27.
I -
0 1 1 L SIGN E DATE
�11 " -L
S E RIG JE DATE SIGNED
#1
425
21OLN
771-0220
RELEJAD BY DATE
A-h-EW(6N
EXT 333;
k( A BUILDING OR STRUCTURE UNTIL
ITISUNLAWFULT( J)O'R—'O P,
771-02211
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CER TIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
FAX
ORIGINAL - FILE YELLOW - INSPECTOR
PINK -OWNER GOLD - ASSESSOR
I
PROFILE OF ACCE
RAMP t PARKING
AREA --,
-PARTIAL SECTION AT
H.C_ PARKING
2NQ FLR
EL-- 950'
_T_�
<A
4'DUMPSTER AND,
(2) 7'X (2)
FIRE VEMICLE
ACCESS
(2) 7'X4' DUMPSMR PER
2X2' TOTERS PER STEVE FISHER
OF PUBLIC WORKS WITH A
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141-011
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- ---------------------------------------
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