22808 102ND PL W.PDFiiiiiiiiii
171
22808 102ND PL W
STREET FILE
Dennis M. Bruce, RE.
M.S.C.E., M.B.A. Geotechnical/Civil Engineer
December 6, 1993
Mr. Rob Michel
22937 Highway 99
Edmonds, WA 98026
RECEIVED
BE C 1 3 1993
ENGI.NEEfiING
Subject: Geotechnical Assessment - Westgate 3 Lots .0
This engineering report presents the results of a geotechnical assessment of the
property as shown on figure 1. The property is approximately rectangular (nominally 350
ft. by 130 ft.) and has never been developed. This geotechnical assessment was performed
to provide more specific criteria for the proposed three. single-family residences and access
road development.
References:
• Preliminary Geotech n i ca I'Recon na i ssance.. dated November 23, 1992 by D. Bruce, P.E.
• City of Edmonds Plannirig Division Preliminary Review and Preliminary Approval and
Conditions * dated April 19, 1993.
• City of Edmonds Determination of Non -Significance (D.N.S.) posted April 16, 1993.
• City of Edmonds Final Review and Approval with Conditions dated May 11, 1993.
• Project Design Plans by Michel Construction and Design, December 1993.
• Site photographs (attached).
Assessment
The primary geotechnical issue impacting development of this property is site
topography (slopes). Geotechnical assessment of the site was performed by this engineer
on November 19, 1992 using visual, photographic techniques, hand dug soil test pits, and
experience with similar sites. The site has never been developed and is covered Yvith
brush, bushes, and trees varying in maturity. The lot contains slopes varying in steepness
from 5 to 80 percent.
A series of ten backhoe test Pits were dug on June 21, 1993 along the proposed
access road to lots 2 and 3, the proposed residence locations, and the existing access road
to lot 1. The test pits were d . ug under,the direct observation of this engineer.
The subsurface stratigraphy of all ten backhoe test pits was similar:
0 to .7 ft. Organics and dark brown loam.
.7 to 2.0 ft. Medium dense sandy loam/well graded sands (SW)
2.0 to 7.0* ft. Dense free draining sands (SM with occasional gravels.
*Note: Test pits #1, #5, #9 were dug to ten foot. depths. The remaining seven test pits
were dug to depths varying between six and eight feet.
SOILS - FOUNDATIONS - SITE DEVELOPMENT - INSPECTION - DR41NAGE - DESIGN & PERMIT LEGAL
17814 8th Ave. N.W. - Seattle, Washington 98177 - (206) 546-9217
Mr. Rob Michel
Page Two
No groundwater was encountered in any of the ten test pits.
Conclusions/Recommendations
The results of this investigation along with engineering analysis of the project design
plans confirms the findings of the November 23rd preliminary reconnaissance.
The site is geotechnically approved for the proposed 3-lot single-family residence
with access drive sub*ect to the following conditions:
Foundation allowable bearing pressure = 2,000 p.s.f.
Equivalent fluid pressure of 40 p.c.f. is recommended for any
basement level retaining wall design provided drainage zone is
inspected and verified by this engineer.
For retaining wall design, use friction factor of 0.55 and passive
pressure of 350 p.c.f.
The proposed structure can be supported on conventional continuous and spread
footings bearing on undisturbed native soils or on structural fill placed above native soils.
See the later sub -section entitled General Earthwork and Structural Fill for structural fill
placement and compaction recommendations. Continuous and individual spread footings
should have minimum widths of eighteen (18) and twenty-four (24) inches, respectively,
and should be bottomed at least eighteen (18) inches below the lower adjacent finish
ground surface.
Depending on the final site grades, some overexcavation may be required below
footings to expose competent native soils. Unless lean concrete is used to fill the
overexcavated hole, the width of the overexcavation at the bottom must be at least as
wide as the sum of two times the depth of the overexcavation and the footing width. For
example, an overexcavation extending two feet below the bottom of a three -foot -wide
footing must be at least seven feet wide at the base of the excavation.
Footings constructed according to the above recommendations may be designed for
an allowable soil bearing pressure of two thousand (2,000) pounds per square foot (psf). A
one-third increase in this design bearing pressure may be used when considering short-
term wind or seismic loads. For the above design criteria, it is anticipated that total post -
construction settlement of footings founded on competent, native soils (or on structural fill
up to five (5) feet in thickness) will be about one-half inch, with differential settlements on
the order of one -quarter inch.
Lateral loads due to wind or seismic forces may be resisted by friction between the
foundations and the bearing soils, or by passive earth pressure acting on the vertical,
embedded portions of the foundations. For the latter condition, the foundations must
either be poured directly against undisturbed soil or the backfill placed around the outside
Mr. Rob.Michel
Page Three
of the foundation must be level structural fill. We recommend the following design values
be used for the foundation's resistance to lateral loading:
Parameter Q25iga Value
Coefficient of Friction 0.55
Passive Earth Pressure 350 pcf
Where:
(1) Pcf is pounds per cubic foot
(2) Passive earth pressure is computed using the
equivalent fluid density.
We recommend that a safety factor of at least 1.5 be used for design of the
foundation's resistance to lateral loading.
Slabs -On -Grade:
Slab -on -grade floors may be supported on undisturbed, competent native soils or on
structural fill. The slabs may be supported on the existing soils provided these soils can be
recompacted, prior to placement of the free -draining sand or gravel underneath the'slab.
This sand and gravel layer should be a minimum of four (4) inches thick. We also
recommend using a vapor barrier such as 6-mil plastic membrane beneath the slab.
Permanent Foundation and Retaining Walls:
Retaining walls backfilled on one side only should be designed to resis t lateral earth
pressures imposed by the soils retained by these structures. The following recommended
design parameters are for walls less than twelve (12) feet in height which restrain level
backfi 11:
PaLamt-tpr 12esijzn Value
Active Earth Pressure 40 pcf
Passive Earth Pressure 350 pcf
Coefficient of Friction 0.55
Soil Unit Weight 125 pcf
Where:
(1) Pcf is pounds per cubic foot
(2) Active and passive earth pressures are
computed using equivalent fluid densities.
For restrained walls which cannot deflect at least 0.002 times the wall
height, a uniform lateral pressure of one hundred (100) psf should be added
to the active equivalent fluid pressure.
Mr. Rob Michel
Page Four
The values given above are to be used for design of permanent foundation and
retaining walls only. An appropriate safety factor should be applied when designing the
walls. We recommend using a safety factor of at least 1.5 for overturning and sliding.
The above design values do not include the effects of any hydrostatic pressures
behind the walls and assume that no surcharge slopes or loads will be placed above the
walls. If these conditions exist, then those pressures should be added to the above lateral
pressures. Given the consistency of free draining sandy subgracle soils, *hydrostatic build-
up is unlikely, however. Also, if sloping backfill is desired behind the walls, thenwe will
need to be given the wall dimensions and slope'of the backfill in order to provide tile
appropriate design earth pressures.
Heavy construction equipment should not be operated behind retaining
and foundation walls within a distance equal to the height of the wall, unless the walls are
designed for the additional lateral pressures resulting from the equipment. Placement and
compaction of retaining wall backfill should be accomplished with hand -operated
equipment.
Retaining Wall Backrill
Backfill placed within eighteen (18) inches of any retaining or foundation walls
should be free -draining structural fill containing no organics. This backfill should
contain no more than five (5) percent silt or clay particles and have no particles
greater than four (4) inches in diameter. The percentage of particles passing the
No. 4 sieve should be between twenty-five (25) and seventy (70) percent. The
purpose of these backfill requirements is to assure that the design criteria for the
retaining wall are not exceeded because of a build-up of hydrostatic pressure
behind the wall. The top foot to eighteen inches of the backfill should consist of a
relatively impermeable soil or topsoil, or the surface should be paved. The sub-
section entitled General Earthwork and Structural Fill contains recommendations
regarding placement and compaction of structural fill. behind retaining and
foundation walls.
Excavations and Slopes:
In no case should excavation slopes be greater than the limits specified in local,
state, and national government safety regulations. Temporary cuts up to a height of four
(4) feet deep in unsaturated soils may be vertical. For temporary cuts having a height
greater than four (4) feet, the cut should have an inclination no steeper than 1A
(Horizontal:Vertical) from the top of the slope to the bottom of the excavation. All
permanent cuts into native'soils should be inclined no steeper than 2:1 (H:V). Fill slopes
should not exceed 1:1 (H:V). It is important to note that sands do cave suddenly, and
without warning. The contractors should be made aware of this potential hazard.
Mr. Rob Michel
Page Five
Water should not be allowed to flow uncontrolled over the top of any temporary or
permanent slope. All permanently exposed slopes should be seeded with an appropriate
species of vegetation to reduce erosion and improve stability of the surficial layer of soil.
Drainage Considerations:
We recommend the use of footing drains at the base of all footings and retaining
walls. These drains should be surrounded by at least six (6) inches of one -inch -minus
washed rock wrapped in non -woven geotextile filter fabric (Mirafi 140N, Supac 4NP, or
similar material). At the highest point, the perforated pipe invert should be at least as low
as the bottom of the footing and it should be sloped for drainage. All roof and surface
water drains must be kept separate from the foundation drain system.
No groundwater was observed during our field work. However, seepage into the
planned excavations/soil cuts is possible, and likely.if excavation occurs during winter
months, and if encountered should be drained away from the site by use of drainage
ditches, perforated pipe, French drains, or by pumping from sumps interconnected by
shallow connector trenches at the bottom of the excavation.
The excavations and site should be graded so that surface water is directed off the
site and away from the tops of slopes. Water should not be allowed to stand in any area
where foundations, slabs, or pavements are to be -constructed. Any exposed slopes should
be covered with plastic to minimize erosion. Final site grading in areas adjacent to
buildings should be sloped at least two (2) percent away from the building, except where
the area adjacent to the structures are paved.
General Earthwork and Structural Fill:
We recommend that the residence and access road be stripped and cleared of all
surface vegetation, all organic matter, and other -deleterious material. The stripped or
removed materials should not be mixed with any materials to be used as structural fill.
Structural fill is defined as any fill placed under the garage, behind permanent
retaining or foundation walls, or in other areas where the underlying soils need to support
loads. This engineer should observe site conditions during and after excavation prior to
placement of any structural fill.
All structural fill should be placed in horizontal lifts -wit . h a moisture content at or
near the optimum moisture content. The optimum moisture content is that moisture
content which results in the greatest compacted dry density. The moisture content of fill
soils is very important and must be closely controlled during the filling and compaction
process.
The allowable thickness of the fill lift will depend on the material type, compaction
equipment, and the number of passes made to compact the lift. In no case should the lifts
exceed twelve (12) inches in loose thickness. The following table presents, recommended
relative compaction for structural fill: . .
Mr. Rob Michel
Page Seven
Closure:
The findings and recommendations of this report were prepared in accordance with
generally accepted professional engineering principles and practice. No other warranty,
either express or implied, is made. The conclusions are based on the results of the field
exploration and interpolation of subsurface conditions between explored locations. If
conditions are encountered during construction that appear to be different than those
described in this report, this engineer should be notified to observe the situation and
review and verify or modify the recommendations.
If there are any questions, do not hesitate to call.
Dennis M. Bruce, P.E.
Geotechnical/Civil Engineer
M.
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Mr. Rob Michel
Page Six
Minimum Relative
Locatign gf Fill Placement compactign--�-
Beneath footings, slabs or
walkways
Behind retaining walls
95%
90%
Beneath pavements 95% for upper 12 inches of
subgrade, 90% below that level
Where: Minimum relative compaction is the ratio, expressed in percentages, of the
compacted dry density to the maximum dry density, as determined in accordance
with ASTM Test Designation D-1 557-78 (Modified Proctor).
Rockeeies
The proposed access road to serve lots 2 and 3 requires soil cuts and fills.
Rockeries are necessary to provide stabilization and erosion control. Based on preliminary
review of access road sections, rockery heights will not exceed 6 feet.
Standard rockery designs and normal good practices are applicable to this site,
subject to inspection.
Inspection
I The recommendations of this report are only valid when key geotechnical aspects
are inspected by this engineer during co nstruction:
• Soil cuts
• Foundation subgrade verification
• Rockery and drainage zone installation
• Any fill placement
• Subsurface drainage installation
Summary
The proposed Michel 3-lot development is geotechnically viable when constructed
in accordance with the recommendations herein, compliance with City of Edmonds
approved plans and requirements and key ge'otechnical inspection during construction.
Statement of Minimal Risk
. The existing site -geotechnical factors pose a minimal risk to this project. This
project poses a minimal risk to neighboring residences if observed and inspected by this
engineer.
Mr. Rob Michel
Page Seven
Closure:
The findings and recommendations of this report were prepared in accordance with
generally accepted professional engineering principles and practice. No other warranty,
either express or implied, is made. The conclusions are based on the results of the fi�ld
exploration and interpolation of subsurface conditions between explored locations. If
conditions are encountered during construction that appea i r to be different than those
described in this report, this engineer should be notified to observe the situation and
review and verify or modify the recommendations.
If there are any questions, do not hesitate to call.
DMB:njt
Dennis M. Bruce, P.E.
Geotechnical/Civil Engineer
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STREET FILE
PLANNING DATA
SITE ADDRESS: 2-M 9 10it-0:gL, 5,IA2. DATE: ZAA-,
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ZONING: A - 2� PERMIT#:
PROJECT DESCRIPTION:— �eyj �6m -
SETBACKS:
Required Setbacks:
Front: jx::� Left Side: -7 1 /2-- Right Side: -7112_ Rear: JP5
Actual Setbacks:
Front: 2,7 Left Side:__a Right Side: 16 Rear: jL
FLOOR AREA:
LOT COVERAGE:
Maximum Allowed:- Actual:
BUILDING HEIGHT:
Maximum Allowed: 391. Actual Height:. OTY) 2-17,-2'
SUBDIVISION:
CRITICAL AREAS #: C4 - q -21
SEPA DETERMINATION:
LOT AREA:
OTHER:
Plan Review By:
PERMIT APPLICATION REQUIREMENTS
To: Appli -RE
cant - � - I
From: Lyle'Chrisman, Engineei
Owner.
Address: -
Plan Check No:
Date: 14 MAA-14,
Afterreview of the subject permit application, the following requirements must be met
1. Construction hours are:'
WEEKDAYS — 7:00 A.IVL-10:00 P.M.WEEKENDS/HOLIDAYS — 10:00 A.AL-6:00 P.1VL
2. A separate RIGHT-OF-WAY CONSTRUCTION PERMIT is required for all work on public property. (ECDC 18.60)
3. Truck haul route plan must be submitted and approved prior to permit issuance.
4. Builder/owner is responsible for contetining all temporary rtmoff and erosion control on site.
-(ECDC 18.30.030d)
5. NO WORK SHALL BE DONE WITHIN 15 FEET OF STREAMS OR 10 FEET FROM ANY CLOSED DRAINAGE
FACILITY. BUILDERIOWNER IS RESPONSIBLE FOR IDENTIFYING CONDITIONS ON THE DRAWING. (ECDC
18.30.50G)
6. FELTER FABRIC FENCE SHALL BE INSTALLED AND INSPECTED PRIOR TO CLEARING AND CONSTRUCTION.
(ECDC 18.30)
7. INSPECTIONS ARE REQUIRED ON STORM DRAINAGE SYSTEMS, TIGHTLINES AND CATCH BASIN
INSTALLATION. INSPECTIONS ARE REQUIRED PRIOR TO BACKFILLING. (ECDC 18.30)
8.' Repair or replace ail defective existing curb, gutter and sidewalk adjacent to the property. If an intersection is involved, a handicap ramp
may be required. Contractor shall meet with the City Engineering staff to determine the extent of repair prior to issuance of the permit
(ECDC 18.90)
9. F!?�nvewa _slope shall not without a waiver. Every attempt should be made to keep the slope below 14%. Waiver granted to
%. (ECDC 18.80.060D)
10.' Driveways must be paved from property line to City RIGHT-OF-WAY. A separate permit is required. (ECDC 18.80.060C)
11. IKSPECMONS ARE REQUIRED ON DRIVEWAYS AND SIDEWALKS PRIOR TO AND AFTER POURING. (ECDC 1830)
12. No burning of construction refiise without a permit ftorn the Fire Department.
13. Connection to City water system is required. Them is a separate charge for the water meter.
(ECDC 7.20)
14. A back water valve is required if downstairs plumbing is below the elevation of upstream manhole. (ECDC 7.20)
15. Water and sewer main lines should be separated by 10 feet.minimum. (ECDC M10)
16. Connection to the City sanitary system is required. A separate permit is requi
LID# F paid: Yes No Charg�-w (ECDC 1&10)
^6" PIC
17. Underground wiring is required on all new construction, and for additions, alterations, and repairs that exceed 5001* of the total assessed
value of the structure. (ECDC 1&90)
18. A FINAL ENGINEERING INSPECTION IS REQUIRED PRIOR TO THE BUELDING DIVISION GRANTING OCCUPANCY
OF THE BUILDING OR STRUCTURE. (ECDC 1&90)
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ALL NEW. EXTENDED. RE-13UILT OR
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TREEE, TO DE REMOYED
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STREET FILE
CIT'i` OF EDMONDS
USE PERMIT
ZONE � S 4 0.185
NUMBER
CONSTRUCTION PERMIT APPLICATION
jos ( ' SUITE,APT
AUUMtSS
OWNER NAME NAME OF BUSINESS
2,YJI/
LEGAL DESCRIPTION CHECKI
SUBDIVISION NO
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PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP,
EXISTING REQUIRED DEDICATION
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TESCP Approved 0
RW Permit Required C3
Street Use Permit Req'd C3
Inspection Required 14k
sidewalk Required 0 cc
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CITY., ZIP
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NAME
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METER IZ41
LINE SIZE
NO. OF
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NAME
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STATE LICENSE NUMBER EXPIRATION DATE
SIGN AREA
SEPA REVIEW
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ALLOWED PROPOSED
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1/7/b/l 3
EXP
714-
Legal Description of Property - include all easements
SHOR INEN
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REMARKS
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LJ29.NEW RESIDENTIAL 1&j PLUMBING
ADDITION COMMERCIAL MECHANICAL
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REPAIR CYDS. El X_
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TYPE OF CONSTRUCTION
7Z Z
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OCCUPANT
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REQUIRED
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AREA
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PROGRESS INSPECTIONS PER LIBC 305 Z
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(TYPE OF USE. BUSINESS OR ACTIVITY) EXPLAIN:
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NUMBER
OF
STORIES
NUMBER OF
DWELLING
UNITS
CRITICAL
AREAS
INUMBER qZ
DESCRIBE WORK TO BE DONE (ATTACH PLOI PLAN)
FINAL INSPECTION REOUIRED
0,157-
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VALUATION I
FEE
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PLAN CHECK FEE
50
,407_,!51-06f
BUILDING
A::EZ 6
90
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HEAT SOURCE:
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PLUMBING
Plan Check No. c2el
- —7—
MECHANICAL
/
GRADINGIFILL
lei
This Permit covers work to be done on private property ONLY.
Any construction on the public domain (curLs, sidewolks,
driveways, marquees, etc.) will require separate permission.
STATE SURCHARGE
Permit Application: 180 Days
Permit Limit: I Year - Provided Work Is Started Within 180 Days
STORM DRAINAGE FEE
"Applicant, on behalf of his or her spouse, heirs, assigns and
ENO. INSPECTION FEE
successors in interest, agrees to indemnify, defend and hold
tn
harmless the City of Edmonds, Washington, its officials,
m
employees, and agents from any and all claims for damages of
cr
4
whatever nature, arising directly or indirectly from the issuance
of this permit. Issuance of this permit shall not be deemed to
PLAN CHECK 0 EPOSIT
0
modify, waive or reduce any requirement of any city ordinance
x
nor limit in any way the City's ability to enforce any ordinance
TOTAL AMOUNT DUE
provision."
I hereby acknowledge that I have read this application; that the
ATTENTION
APPLICATION APPROVAL
information given is correct; and that I am the owner, or the duly
authorized agent of the owner. I agree to comply with city and
THIS PERMIT
This application is not a permit until
state laws regulating construction; and In doing the work authoriz-
AUTHORIZES
THE
signed by the Building Official or his/her
ed thereby, no person will be employed in violation of the Labor
Code of the State of Washington relating to Workmen's Compensa-
ONLY
WORK NOTED
Deputy; and fees are paid, and receipt is
tion Insurance and RCW 18.27.
INSPECTION
acknowledged in space provided.
"""SIGN�TURE (OWNER OR'AGEIYT). DATE SIGNED
DEPARTMENT
S U DATE
-I _T
CITY OF
A�IAI ASINA
EDMONDS
CALLFOR ORELIEAVO
DATE
ATTEWION
INSPECTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE
UNTIL A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR
771m0220
ORIGINAL — File YELLOW — linspeclor
A CERTIFICATE OF OCCUPANCY HAS BEEN GRANTED. UBC
CHAPTER 3.
PINK — Owner GOLD — Assessor
10247
STREET FILE
Lot 2
A portion of Lot 1, block 1, Westgate Park, Division No. 2, according to
the plat thereof recorded in volume 13 of plats, pages 40 and 41,
in Snohomish County, Washington; described as follows:
Commencing at the southeast corner of said lot 1; thence N 8914613211W 118.50
feet along the south margin of said lot 1 to the east margin of the west 197.54
feet of said lot 1 and the point of beginning; thence N 0106137"W 129.03 feet
to the north margin of said lot 1; thence N 89148143"W 112.54 feet along said
north margin to the east margin of the west 85.00 feet of said lot 1; thence
S 0%06138"E 128.95 feet to the south margin of said lot 1; thence S 89,46132"E
112.54 feet to the point of beginning;
SUBJECT TO AND TOGETHER WITH an easement for ingress, egress and utilities over
and under a portion of lot 1, block 1, Westgate Park, Division No. 2, according
to the plat thereof recorded in volume 13 of plats, pages 40 and 41, in
Snohomish County, Washington; described as follows: Commencing at the
northwest corner of said lot 1; thence S 89148143"E 85.00 feet along the north
margin of said lot 1 to the point of beginning; thence S 89148143"E 313.90 feet
to the west margin of 102nd Place West and the beginning of a curve concave
Southeast and having a radius of 180.00 feet; thence Southwesterly 97.52 feet
along said curve to the beginning of a curve concave Southwest and having a
radius of 100.00 feet; thence Southwesterly 107.91 feet along said curve;
thence N 89148143"W 102.44 feet to the beginning of a curve concave Southeast
and having a radius of 20.00 feet; thence Southwesterly 31.52 feet along said
curve; thence N 89"12153"W 20.00 feet to the beginning of a curve concave
Southwesterly and having a radius of 20-00 feet; thence Northwesterly 31.42
feet along said curve; thence N 010613811W 20.00 feet to the point of beginning.
-7 —7 3
r RLF
(_,o to -7 - 00 / — 001 000(,d9
AXC85`8'� EASEM-ENT---
----------
An easement -for ingress, egress and
utilities over and under a portion of lot 1, block 1, Westgate Park,
Division No. 2, according to the plat thereof recorded in volume 13 of plats,
pages 40 and 41, in Snohomish County, Washington; described as follows:
Commencing at the
northwest corner of said lot 1; thence S 891,48143"E 85.00 feet along the north
margin of said lot 1 to the point of beginning; thence S 89148143"E 313.90 feet
to the west margin of 102nd Place West and the beginning of a curve concave
Southeast and having a radius of 180.00 feet; thence Southwesterly 97.52 feet
along said curve to the beginning of a curve concave Southwest and having a
radius of 100.00 feet; thence Southwesterly 107.91 feet along said curve;
thence N 89148143"W 102.44 feet to the beginning of a curve concave Southeast
and having a radius of 20.00 feet; thence Southwesterly 31.52 feet along said
curve; thence N 89112153"W 20.00 feet to the beginning of a curve concave
Southwesterly and having a radius of 20.00 feet; thence Northwesterly 31.42
feet along said curve; thence N 0106,38"W 20.00 feet to the point of beginning.
H17
LE