17304 73RD AVE W.PDF111111111111
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17304 73RD AVE W
ADDRESS:
TAX ACCOUNTMARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: Qq- DETERMINATION: 0 Conditional Waiver El Study Required Waiver
V
DISCRETIONARY PERMIT
DRAINAGE PLAN DATED: /C;?- 1 /0 (4
PARKING AGREEMENTS DA
EASEMENT(S) RECORDED FOR:
PERMITS (
gn
PLANNING DATA CHECKLIST DATED: 6 X
SCALED PLOT PLAN DATED:
SEWER LID FEE S: LID #:
SHORTPLAT
SIDE SEWER AS BUILT DATED: I
SIDE SEWER PERMIT(S).#: I p ago
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT
WATER METER TAP CARD DA
OTHER: JIA-I-r ( V/ 10 / U112 1) 1 L-/ -
LOT: BLOCK:
LATEMP\DS'rs\Fonns\Street File Checklist.doe
PLANNING DATA
ST
NAME: I)t4L-r+i IC -DA:
SITE ADDRESS: (73ol -7 ?-a TR. tl.
PROJECT DESCRIPTION:--(��(L-<A— ol,%t /LfL,-
REDUCED SITE PLAN PROVIDED?-� �esNo
MAP PAGE: q07 CORNER LOT: FLAG LOT:
ZONING: 01,0 'CRITICAL AREAS DETERMINATI . ON #:
Studv Reaulred:
Waiver q cclq7rw
CU 1,fw") vl-�
I qpr
7 Conditional Waiv
60L
SEPA DETERMINATION:
El Fee
E3 Checklist
QAP0 list w/ notarized form
13 (Needed for 500 cubic yards of grading, Shoreline Area. site within 200 ft.'of Puget Sound or Lak'e Ballinger)
to Fvempt
SETBACKS:
Required Setbacks -
Street: .5>1141-eft Side: -7540 Right Side: -7-VILI Rean, 3.5;/16
Actual Setbacks:
Street: Left Side: Right Side: Rear:
Street map chocked for additional setback required? (Y s No DRA)
DETACHED STRUCTURES: Taa
ROCKERIES: 0 k
FENCES/TRELLISES:
BAY WINDOWS I PROJECTING MODULATION: 0
STAIRS / DECKS: OK
PARKING: Required: �- Actual:
LOT AREAa , 0 6 q�l 0140�q -: to,
LOT COVERAGE:
Calculatinns!
BUILDING HEIGHT: 55 /Ajaj�� 6V4,_-
Datum Point: Datum Elevation: 106
Maximum Allowed: Actual Height:
A.D.U. CREATED?: No Yes)
SUBDIVISION:
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: CYes�
OTHER:—
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(*ical Areas Checklist*
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
Site'Ahfbrmi'�Iiion (soil s/topography/hydrology/vegetation)
1. . Site,Addre�s/Location: P1 304 9-0 F.-- 1A
2. Property, Tax Account Number: —000 :-J-3j
3. Approximate Site Size (acres or s4u'a're* feet):
4. Is this site currently developed? —..Yes; no.
If yes; how is site developed?
5. Describe*ihe' general site i topography. Check all that apply.
Flat: less�than 54e,et elevation changeJover efitire site.
Rolling--.' slopes on 'site gene'rially less th�� 15% (a vertical rise of I 0-feet over a
hotizontal distAnce-of 66-feet).
A" Hilly: slopes_pres ent on site of inore thari 15% and less than 3 )0% ( a vertical rise of
I 0-feet overalhorizontaIdistance.of 33 to 66-feet).
Steep: grades of greater than .3.0% present on site (a vertical rise of 10-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of ear -round standing vater: IttkoLjr-1; Approx. Depth:
y
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the ydar?.
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? LLLLV H<.%J14 Flows are- seasonal? (What time ot'year?
10. Site is primarily: forested /Y meadow shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
-- ------------------------- ----------------------- ------ For City Staff Use.Only --------- (E-3- L --- ----------------------------------
K4
TV: .,S.i.t,e.is Zoned? A
sol .:typpQ
:3 Weiland. iiiveniory.or C.A -map. indicat . es. wetla . ndp re sent. on site?..
:4. -Critical Areas. inventory or-C.A.m*ap'.*indica'tes.C'riiicaI Aria -on.sit.e?, 5 t-ej, L��eh eva
5 -subsidence landslide hazard .�area?
Site. withlnide�igngted earth,
Site designated o*wthe:.Environmentatly Sensitive: Areas, Map?.:.
DETERMINATION
%a_chk.doc� R� 10/03/97
SLOPES WITH EROSION POTENTIAL
WAIVER ATTACHMENT
During review and inspection of the sub ect site, it was found that the site is within an Erosion
i
Hazard Area (see definition below) pursuant to Chapter 20.15B of the Edmonds Community
Development Code (ECDC). � Please be aware that the following regulations may apply to the
Erosion Hazard areas on the property that this Critical Areas Deterrnination has been done for.
1. Alterations within identified Erosion Hazard Areas shall not be authorized
without an approved erosion control plan' ursuant to ECDC Chapter
p
18.30, which includes staged clearing, where appropriate. The erosion
control plan must be approved by the City of Edmonds Engineering
Department.
2. Clearing or disruption of the soils within an Erosion Hazard Area shall be
kept at the minimum necessary to provide reasonable use of the site.
3. Any project shall be constructed in compliance with the City of Edmonds
approved plans and code requirements.
4. A Tree Clearing Pern-dt shall be required for trees proposed to be cut on
any portion of the lot that has slopes exceeding 25 percent.
If you have any further questions about this, please call and talk to a planner at (425) 771-0220. For
questions on the city's erosion standards, please call the above number and ask for Don Fiene,
Hydraulic Engineer.
Erosion Hazard Areas are those areas of the city of Edmonds containing soils that may
experience severe to very severe erosion hazard. This group of soils includes, but is not
limited to, thefollowing when they occur on slopes of 15 percent or greater:
i. Alderwood soils (15 to 25 percent slopes);
ii. Alderwoo&Everett Series (25 to 70 percent slopes);
iii. Everett Series (15 to 25 percent slopes).
1111T NO; 0080
City of Edmonds
PERMIT EXPIRES 11) WOO\
/47 79" SIDE SEWER PERMIT
Address of Construction: An� P_ VJ LED # :/�V)
Property Tax Account -Parcel No. 11 bob 0713
Attach copies of all access and utility easements Verified and Approved b
I 1A
Owner and/or Contractor: -k.7, & K
Contractor License t) W -'\ T
Single Family
0 multi -Family (No. of Units
El Commercial (No. of Units
F� Public A
uilding Permit#: Ul
Invasion. into City *Right -of Way: Yes (ANo
*RW Construction Permit
Cross 'Other **Priv�ate Property: El Yes- $,No
"Attach legal description and copy of recorded easement.
Owner or contractor Sig atpir" and acknowledgement statement:
By signing for this permit, 1� ertify that I have read the City's' public hand���
bide Sewer Spec fications, and shall comply with all City requirements outlined therein.
2
10 -
Date
CALL DIAL -A -DIG (1-800-421475555) 'BEFORE ANY EXCAVATION 2
.... ... .. FOR OFFICE USE ONLY
........................
Permit Fee $ �:In -Repair Fee $ Issued By:
$ -�2
Trunk Charge 2t) Date Issued: 05
Assessment Fee $
Receipt No: 44 6:3�
City Permit Surcharge Fee —$54)0- Total Fees Paid $
NOTE: IF JOB SITEIS.NOT READY FOR INSPEPTION WHEN
INSPECTOR AR ' RIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO Date: Initial:
Partial Inspection: klcco5 Date: Initial: 45-S-
P ParUal Inspection:,, Date: Initial:
ar
FINAL INSPECTION APPROVED: Date: Initial: As -built to'Street File:
PERMIT MUST BE POSTED ON.JOI3 SITE '6-
.White Copy: File Green Copy: Inspector Buff Copy: Applicant
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-22'
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-South Side
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173RD
Priv. Dr.
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17304
17306
Priv. Dr.
Eq* CITY- OF EDMONDS SIDE SEWER AS- BUILT
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ADDRESS SCALE
1 17304 73RD AVE W NTS
HOMEOWNER CONTRACTOR
G. RODNEY JOHNSON INC.
DATE DRAWN PERMIT
1890 10/11./05 ]BY 1. ABILA NO. 10080
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Proposed Security Gate Plan &Dc�0157-oe45z
17304 73rd Ave West. Edmonds WA 98026
128.56'
Applicant shall repair/replace all damage to
utilities or frontage improvements in City
right-of-way per C4 standards that is caused
or occurs during the permitted project.
OWNEWCONTRACTOR IS RE S�PONSIBLE
FOR EROSION CONTRO i
LANDDAMAGE
Jr?_RIO�V�FD BY ENGINEERING
Date: q12_ ? hs-
A DPROVED BY PLA NING
Zone__L�:-�o corner Flau
Setbacks R2guired Actual
Front
Sides
Rear
Other
Height 6
Patio
Rebar
"Brown 34134"—.--.
Proposed Pedestrian
Wing Gate/Fence
Proposed 6'x 13'
Metal Security Gate
Gravel
Entryway
Garage
House
FOR LOCATING ALL ON -SITE UTILf
RELOCATIONIREVISION TO ANY U1
MAY REQUIRE SEPARATF PERMIT
APPR0'v.'L'-L
FIRE DEPARTMEN'i
. __ < / 4-
7,77
4EE�
,� I"CP-A Ytq 5W)0 (1tv,
Proposed 6'x 4"
Diameter Posts
Concrete
Driveway
Tack & Washer
"LS 29296"
44.16'To Neighbor
Eave
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Tack & Washer
"LS 22969"
134.02' Rebar
11 It
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"R EET FILE,-2A[.ci,- 11L 112015
DEVELOPMENT SERVICES CTF1.
CITY OF EDMONDS
City of Edmonds
Critical Area Notice of Decision
Applicant:
Property Owner:
Critical Area File #:
cz-�Jc) 0 � 0
Permit Number:
Site Location:
Parcel Number:
100 5- (3/ 0(9p 17;1 q 2-C)
Project Description:
VL�a�j IPA
F-I Conditional Waiver. No critical area report is required for the project described above.
1. There will be no alteration of a -Critical Area or its. required buffer.
2. The proposal. is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
XErosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
F-1 Critical Area Report Required'. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
I The proposal minimizes the impact on critical areas in accordance with ECDC 23.40,120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
- available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
F-I - Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
10� K-Yavorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in' ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
F-I Conditions. Criti cal Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit number for specific condition(s).
A 4— (,/ (VI
'- Reviewer /
Signature'
Date
Appeals'- Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010
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Conc. Line,
4.5' Deep
To neighgbor
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NOTICE: NO WARRANTY OF ACCURACY. The information shown on the
attached map was compiled for use by the City of Edmonds, its employees and
cogsultants. The City of Edmonds does not warrant the accuracy of anything set
forth on the map. Any person or entity requesting a copy should conduct an
independent inquiry regarding the information shown on the map, including, but not
limited to, the location of any sewer stub shown. Such sewer stubs may or may not
exist and may or may not exist at the location shown. Neither the City of Edmonds
nor Its employees or officers shall be liable for the Information given on this map,
nor for any oral representation provided based upon said map.
'Sewer Main on Easement
173RD
Priv. Dr.
�4
L4
17304 X
17306
3E
PrIv. Dr.
0 F E,0,je CITY OF EDMONDS SIDE SEWER AS- BUA
ADDRESS
ta
HOMEOWNER
17304 73RD
DATE DRAWN
10/11/05 BY 1. ABILA
SCALE
AVE W NTS
CONTRACTOR
G. RODNEY JOHNSON INC..
PERMIT
NO. 10080
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A f�PR LANNING
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May 18,2004
File No. 03-014.200
Tim Hossner
Replinger-Hossner Architects
7203 --- 36th Avenue SW
Seattle, WA 98128
Subject: Geotechnical Plan Review
Beattie Residence
1-7304 zn�73!*!--Avenuc-Wqs�-,
Edmonds, Washington
r-bnGE@)
0 0 t 0 8 0 0 N A I I D
Geotechnical & Earthquake
Engineering Consultants
RECEIVED
JUN — 7 2004
PERMIT COUNTER
Dear Tirn,
As requested, we completed a review of permit dralAings dated April 23, 2004 prepared
by your office. In addition, we also reviewed the response to the City's comments
prepared by the structural engineer, and discussed the project details with you. Based on
our review, it is our opinion that the recommendations outlined in our report dated March
19, 2004 were properly incorporated into the project design.
We trust that the information o�utlined in this letter meets your need at this time. Please
call if you have any questions.
Sincerely,
A) IPA A A
V
Siew L. Tan, E.
Senior Geotechnical Engineer
3414 NE 55"' Street
Seattle, WA 98105
Tel:(206) 262-0370
Fax:(206) 262-4)374
10/10 3DVd 'ONI '03!DNVd vzcoz9z9oz TC:91 voovei/so
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r-bnGE@
1 0 C 0 0 P 0 0 A T 0 D
Geolechnical & Earthquake
Engineering Consultants
March 19,2004
File No. 04-014
Jeff and Linda Beattie
C/o Tim Hossner
Replinger-Hossner Architects
7203 — 36" Avenue SW
Seattle, WA 98128
Subject: Geotechnical Report
Beattie Residence
17304�-_ --73!4-AvenueMesJt
Edmonds; Washington
Dear Mr. and Mrs. Beattie,
As requested, PanGEO Inc. completed a geotechnical engineenng study to support the design
and construction of your new residence in Edmonds, Washington. This study was performed in
accordance with our proposal dated January 29, 2004, and was subsequently authorized by you
on February 6, 2004. Our service scope included reviewing readily available geologic data,
drilling four exploratory borings (including one hand hole) at the site, and developing the
conclusions and recomm' endations presented in this report. No environmental analyses
(including underground fuel oil tanks assessment) were part of our current scope of service.
SITE AND PROJECT DESCRIPTION
Plate 1. View of the project site looking
east, upslope from the SW comer of the
proposed residence.
The vacant site is located on the west -facing slope of the
Parrinville area north of Edmonds, overlooking Brown's
Bay and Admiralty Inlet (see Figure 1). ne lot has a
rectangular shape, and is roughly 120 feet in the east -west
direction, and about 170 feet in the north south direction.
The lot is bordered on all sides by other residential
properties.
The surface of the site is very hummocky (see Plate 1).
Numerous animal borrows were observed on the site. The
east central portion of the site is gently sloping and forms a
R EC--
EIVED 3414 NE 55"' Street
Seattle. WA 981 05
COPY APR 2 7 2004 Tel (206) 262-0370
CUT IL PERMIT (-Ipl Fax (206) 262-03�4
I
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Jeff and Linda Beattie
March 19,2004
knoll, with the ground sloping off to the southwest, west and northwest. The steepest portion is
in the northwest comer of the site Where the ground surface slopes at approximately 2H: I V.
Elsewhere the ground surface slopes at an approximate average inclination of 4H: I V. Maximum
relief on the site is approximately 45 feet. The lowest point on the site is in the northwest comer
of the lot. The north half, approximately, is open and covered with blackberries and other brushy
vegetation. The south half of the site supports a stand of large firs trees. All trees observed on
site were straight and vertical, with no pistol butts, leaning or other indications of soil instability.
A shallow westward facing drainage swale runs along the north property boundary.
We understand that you plan to build a new house at the site. The building layout is shown on
Figure 2. We also understand that, the house will include two levels, with a maximum
excavation of approximately 8 to 10 feet on the up -slope side of the building lower level
footprint. Fill will be placed to raise the grade within the footprint of the garage and the
driveway/terrace area. Maximum fill thickness is estimated to be about 7 feet. Retaining walls
will be constructed to retain the new fill..
SUBSURFACE EXPLORATIONS
Three borings (BH- 1, BH-2 and BH-3) were drilled at the site on February 19, 2004, to explore
the subsurface conditions. The approximate locations of the borings were measured in the field
from site features, mainly trees, using a Leitz lazer range finder. The approximate boring
locations are indicated on Figure 2.
The borings were drilled to depths of 12'/2,73/4and 10 feet for BH-1, BH-2 and BH-3,
respectively, using a portable drill rig owned and operated by CN Drilling of Seattle. The drill
rig was equipped with a 4-inch outside diameter hollow stem. auger.- Soil samples were obtained
from the borings at 2Y2intervals. Standard penetration tests were performed in the bonings usmg
a 2-inch outside diameter split -spoon sampler. The sampler was driven into the soil a distance of
18 inches using a 140-pound weight falling a distance of 30 inches. The number of blows
required for each 6-inch increment of sampler penetration was recorded. The blowcount
provides an empirical measure of the relative density of cohesionless soil, or the relative
consistency of fine-grained soils.
An engineering geologist from our firm was present throughout the field exploration program to
observe the drilling, assist in sampling, and to document the soil samples obtained from the
borings. The soil samples were classified using the system outlined on Figure 3. Summary
boring logs are included as Figures 4, 5, and 6.
In addition, a hand boring (HH-1) was excavated on the site on February 26, 2004, in the area of
the proposed garage retaining wall. This boring was terminated at a depth of about 3 feet due to
presence of very dense till. The summary log is included as Figure 7
0"14,Rq*rtdoc 2 PanGEO, Inc.
Jeff and Linda Beattie
March 19, 2004
SUBSURFACE CONDITIONS
Based on their engineering characteristics, the site soils encountered in the borings are grouped
into three different units, as follows. Generalized subsurface soil profiles were prepared based
on the results of our explorations, and are shown in Figures 8 and 9.
Soil Unit 1 (Topsoil) — This unit is roughly I foot thick in borings BH- I through BH-3, and
was not present in HH- 1. It consists of loose, dark brown, silty, moist, fine*, mixed, organic -
bearing sand with some rounded gravel and cobbles. The soil unit contains high amounts of
humus, forest duff and other organic material mixed in. This unit is particularly soft due to
animal burrowing.
Soil Unit 2 (Ablation TM)— This unit extends to, a depth of 3 to 4 feet below surface in the
borings, and consists of loose, dark red or yellow brown, silty, moist, fine sand with some
rounded gravel and cobbles. This unit is interpreted as ablation till, and is anticipated to
exhibit moderate compressibility.
Soil Unit 3 (Vashon Till) — Below the Ablation Till the borings encountered very dense,
gray, silty, fine to medium sand with gravel. This unit is interpreted as Vashon till. The
upper portion of this unit is weathered. This unit is anticipated to exhibit low
compressibility and high strength characteristics.
No groundwater was observed *in the borings. However, it should be noted that till soils often
contain relatively clean sand seams, and groundwater seepage could be present in these sand
seams. It should also be noted that groundwater conditions at the site may vary dependmig on .
seasonal rainfall.
SLOPE STABILITY EVALUATION
Our review of Meadowdale Landslide Area map at the City of Edmonds indicates that the site is
located south of the high -risk landslide area (southern boundary of the Meadowdale Landslide
Area is near West 164th Street). Based on the results of our field explorations and our site
reconnaissance, it is our opinion that the site is globally stable in its present configuration. All
large trees presently on the site are very straight with no bending or tilting, suggesting little or no
creep of surficial soils. However, som e surficial erosion has taken place along the north and
south property margins, where shallow swales occur. The hummocky surficial topography,
sometimes an indication of instability, is in this case due to animal burrowing. No other signs of
instability were observed at the site during our visits.
It is also our opinion that your house as currently planned will not increase the potential for slope
instability, provided that the recommendations outlined in this report are properly incorporated
into the design and construction of the residence.
0"14 Reportdoc 3 PanGEO, Inc.
Jeff and Linda Beattie
March 19, 2004
DESIGN RECOMMENDATIONS
SEISMIc DESIGN PARAMETERS
Based on the Uniform Building Code (UBC, 1997), the project site is located within Seismic
Zone 3. If the UBC design methodology is used, it is our opinion that the site can be classified
as UBC Soil Type Sc.
FOOTINGS
Conventional spread and strip footings are appropriate for the project. All footings should bear
on the dense to very dense Vashon till (Soil Unit 3), or compacted structural fill placed on
Vashon Till. Base on the results of our subsurface exploration, we estimate that Soil Unit. 3 to be
present at a depth of about 3 to 4 feet below the existing ground surface. We recommend that a
maximum allowable bearing pressure of 4,000 psf be used for sizing the footings. The
recommended allowable bearing pressure may be increased by 1/3 for transient conditions such
as wind and seisn-dc loading. All footings should be embedded a minimum of 18 inches below
adjacent grade
Lateral forces from wind/seismic loading or un-balanced earth pressures may be resisted by the
combination of passive earth pressures acting against the embedded portions of the foundations
and by friction acting on the base of the foundations. Passive resistance values may be
determined using an equivalent fluid weight of 350 pounds per cubic foot (pcf). This value
includes a safety factor of about 1.5 assuming that properly compacted granular fill will be
placed adjacent to and surrounding the footings. A frictional coefficient of 0.5 may be used to
determine the frictional resistance at the base of the footings. This coefficient also includes a
factor safety of approximate 1.5.
M footing excavations should be trimmed neat and the footing subgrades should be carefully
prepared. Any loose or softened soil should be removed from the footing excavation. Footing
subgrade should be verified by PanGEO to confirm that the exposed footing subgrade is
consistent with the expected conditions.and adequate to support the design bearing pressure.
Footings designed and constructed as recommended above are expected to perform satisfactory.
We estimate that the footing settlement under the design load to be about 1/2inch and the
differential settlement to be about 1/4inch.
Footing Drain - Conventional footing drains should be installed along the outer footing
perimeter. The footing drain should consist of a 4-inch diameter perforated pipe embedded in at
least 6 inches of pea gravel or washed gravel. The footing drain should be equipped with clean-,
outs that allow periodic inspection and maintenance. The drain should conduct intercepted
groundwater away from the foundation area and discharge it to an appropriate facility. The
footing drain should not be connected With the roof drain system.
0"14 Reportdoc 4 PanGtO, Inc.
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Jeff and Linda Beattie
March 19, 2004
RETAiNiNG/BASEMENT WALL
We anticipate that conventional concrete retaining walls will be used to retained both cut and fill
for this project. All retaining walls should be properly designed to resist the pressure exerted by
the soils behind the walls and surcharge loads. Presented below are our geotechnical
recommendations for the design and construction of walls.
Lateral Earth Pressures — Walls with level backfill that are unrest -dined, or free to rotate at
the top, should be. designed for a horizontal active equivalent fluid unit weight of 35 pcf, If
restrained walls are required such as typical basement walls, they should be designed for 45
pcf. Where sloping ground surface (no steeper than 2H: IV) is present behind the walls, the
recommended earth pressures should be increase by 20 percent to account for the effect of
backslope
Surcharge — Surcharge loads, where present, should also be included in the design of
retaining walls. We recommend that a lateral load coefficient of 0.3 be used to compute the
lateral pressure on the wall face resulting from surcharge loads located within a horizontal
distance of one-half wall height.
Wall Footing — See Footing section above
Wall Backfdl — The existing on -site soils are not suitable for wall backfill as it provides
poor drainage characteristics and difficult to compact when wet. Free draining granular
soils (I 1/4inch maximum size and less than 7% fines) are recommended for use as wall
backfill.
Wall Drainage — As a minimum, a 4-inch diameter perforated drainpipe should be placed
along the outer perimeter of wall footings, surrounded by at least 6-inches of pea gravel or
washed gravel. The drainpipe should be graded to direct water away from the backfill and
subgrade soils and to a suitable outlet. Alternatively, where appropriate, 3-inch diameter
weep holes should be provided along the base of wall at 6-foot intervals.
Da Proofing — All basement walls should be protected with a darnp proofing compound.
MP
In addition to a concrete wall, a MSE wall such as a Keystone wall is also considered appropriate
to retain the fill to be place on the north side of the garage. If you plan to use MSE wall on this
project, PanGEO should be consulted to provide additional design recommendations.
FLOOR SLAB/CONCRETE PAVEMENT
We understand that on -grade concrete slabs are planned for the garage area and for the up-§Iope,
portion of the house. All concrete slabs and pavements should be supported on dense native
glacial till (Units 2 or 3) or properly compacted structural fill, and be provided with an adequate
04-014, ReporLdoc 5 PanGEO, Inc.
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March 19, 2004
moisture break or drainage provisions. The drainage layer should consist of a minimum of 4
inches of free -draining, crushed rock or well -graded sand and gravel which is compacted to a
firm and unyielding condition. We recommend that the drainage material have a maximum
particle size of3/4inch, with no more than 80 percent passing the No. 4 sieve and less than 5
percent passing the U.S. Standard No. 100 sieve. For interior floor slabs, we recommend that a
polyethylene vapor barrier (10 mil minimum) be placed directly below the slab.
Where concrete slabs are designed as beams on an elastic foundation, the compacted subgrade
should be assumed to have a modulus of subgrade reaction of 80 pounds per cubic, inch (pci).
CONSTRUCTION CONSIDERATIONS
TEMPORARY EXCAVATION
Excavation will be required for the eastern portion of the main house,. and along the access
driveway. We anticipate the maximum depth of excavation to be about 8 feet. Temporary
excavations can be accomplished with conventional excavating equipment. Maintenance of safe
working conditions, including temporary excavation stability, is the responsibility of the
contractor since the contractor has control over factors during construction which are critical to
the stability of the slope, including the length of time the slope is left open, and to some extent
when the slope is left open in terms of weather conditions. For planning purposes, excavations
deeper than 4 feet should be sloped no steeper than V2H:IV.
It should be noted that water -bearing sand lenses could be present in the excavation. The amount
of groundwater seepage, if encountered, is anticipated to be quite limited and likely can be
controlled by shallow ditches along the toe of excavation.
STRUCTURAL FILL AND COMPACTION
The on -site soils may be used as general fill, but not suitable as wall backfill or structural fill for
supporting pavements or load -bearing element. Structural fill and wall backfill should consist
of freely draining, granular soils with a maximum dimension of I 1/4inch, and less than 7 percent
passing the U.S. Standard No. 200 sieve. Fill materials should be placed in lifts not exceeding 8
inches of thickness when loosely placed. Thinner lifts may be necessary to achieve proper
compaction where small compaction equipment is used.
Structural fill should be properly moisture conditioned, placed in loose, horizontal lifts less than
8 inches in thickness, and compacted to at least 95 percent maximum density, determined using
ASTM D 1557 (Modified Proctor). The procedure to achieve proper density of a compacted fill
depends on the size and type of compacting equipment, the number of passes, thickness of the
layer being compacted, and certain soil properties. In areas Where the size of the excavation
04-014 RVort.doc 6 PanGEO, Inc.
Jeff and Linda Beattie
March 19, 2004
restricts the use of heavy equipment, smaller equipment can be used, but the soil must be placed
in thin enough layers to achieve the required relative compaction.
Small compaction equipment should be used within 2 feet concrete walls to avoid over -stressing
the wall. Backfill within 2 feet of walls should be compacted to 90 percent maximum density.
WET WEATHER EARTHWORK REcOMMENDATIONS
The site soils contain a considerable percentage of fines, and are therefore moisture sensitive. As
a result, it may be more economical to conduct earthwork activities during the drier summer
months. If earthwork is to be performed in wet weather conditions, the following general
recommendations should be followed:
e Any softened soilsshould be removed and replaced with properly compacted gra nular
fill.
e Site stripping, excavation and subgrade preparation should be followed promptly by
the placement and compaction of clean structural fill, capillary break material or base
course material.
* Footing subgrades must be protected from softening from rainfall. A mud seal (2- to
4-inch layer of I V2-sack lean mix concrete) may be constructed over recently
excavated footing subgrade to provide adequate protection against softening from
rainfall.
9 The size and type of construction equipment used may have to be limited to prevent
soil disturbance.
* During wet weather, the allowable fines content (material by weight passing the #200
sieve) of the structural fill should be reduced to no more than 5 percent, based on the
portion passing %-inch sieve. The fines should be non -plastic.
e The ground surface within the construction area should be graded to promote run-off
of surface water and to prevent the ponding of water.
* Bales of straw and/or geotextile silt fences should be strategically located to control
erosion and the movement of soil. As a miu*num, erosion control along the
downslope side of any stripped areas should be in place before construction proceeds.
EROSION CONSIDERATIONS
Surface runoff can be controlled during construction by careful g rading practices. Typically, this
includes the construction of shallow, upgrade perimeter ditches or low earthen berms to collect
runoff and prevent water from entering the excavation. All collecte d water should be directed to
a positive and permanent discharge system such as a storm sewer.
0" 14 ReporLdoc 7 PanGEO, Inc.
Jeff and Linda Beattie
March 19, 2004
During construction, the downslope margins of all stripped areas should be equipped with
erosion control structures to prevent the egress of 'eroded soils. Erosion control measures should
consist of silt fencing supported by steel stakes placed at intervals. The lower portion of the
fencing should be buried in a shallow trench located at the foot of the fence on the upslope side.
The silt fence may be further reinforced with hay bales.
Permarient control of surfa ce water and roof runoff should be incorporated in the final grading
design. Water should not be allowed to pond immediately adjacent to paved areas or buildings.
All collected runoff should be directed into conduits that carry into storm drain systems or other
appropriate outlets.
ADDITIONAL SERVICES
To confirm that our recommendations are properly incorporated into the design and construction
of the proposed residential structure, PanGEO should be retained to conduct a review of the final
project plans and specifications, and to, perform a field -monitoring program during construction.
Specifically, we anticipate that the following additional services will be needed:
Review final project plans and spec ificati ons
e Observe and monitor stability of temporary,excavation
* Observe footing subgrade
Verify proper installation of footing and retaining wall drains
Verify placement and compaction of structural fill -
Other consultation as may be required during construction
Modifications to our recommendations presented in this report may be necessary, based on the
actual conditions encountered during construction.
CLOSURE
We have prepared this report for use by the Beatties and the project team. Recommendations
contained in this report are based on a site reconnaissance, a subsurface exploration program,
review of pertinent subsurface information, and our understanding of the project. The study was
performed using a mutually agreed -upon scope of work.
Variations in soil conditions may exist at locations away -from the explorations and the actual
conditions underlying the site. The nature and extent of soil variations may not be evident until
construction occurs. If any soil conditions are encountered at the site that are different from
those described in this report, we should be notified immediately to review the applicability of
our recommendations. Additionally, we should also be notified to review the applicability of our
recommendations if there are any changes in the project scope.
0" 14 ReporLdoc 8 PanGEO, Inc.
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March 19, 2004
The scope of our work does not include services related to construction safety precautions. Our
recommendations are not intended to direct the contractors' methods, techniques, sequences or
procedures, except as specifically described in our report for consideration in design.
Additionally, the scope of our work specifically excludes the assessment of environmental
characteristics, particularly those involving hazardous substances.
This report has been prepared for planning and design purposes for specific application to the
proposed project in accordance with the generally accepted standards of local practice at the time
this report was written. No warranty, express or implied, is made.
This report may be used only by the client and for the purposes stated, within a reasonable time
from its issuance. Land use, site conditions (both off and on -site), or other factors including
advances in our understanding of applied science, may change over time and could materially
affect our findings. Therefore, this report should not be relied upon after 24 months from its
issuance. PanGEO should be notified if the project is delayed by more than 24 months from the
date of this report so that we may review the applicability of our conclusions considering the
time lapse.
It.is the client's responsibility to see that all parties to this project, including the designer,
contractor, subcontractors, etc., aremade aware of this report in its entirety. The use of
information contained in this report for bidding purposes should be done at the contractor's
option and risk. Any party other than the client who wishes to use this report shall notify
PanGEO of such intended use and for permission to copy this report. Based on the intended use
of the report, PanGEO may require that additional work be performed and that an updated report
be reissued. Noncompliance with any of these requirements will release PanGEO from any
liability resulting from the use this report.
We appreciate the opportunity to be of service.
Sincerely,
, LAIV ;494%
30342 Ak
AWL 171zof
fg;RES 011 /Z
Siew L. Tan, P.E.
Senior Geotechnical Engineer
W. Paul Grant, P.E.
Principal
I- 04-014 ReporLdoc
9 PanGEO, Inc.
Jeff and Lm*da Beattie
March 19, 2004
Enclosures:
Figure I
Vicinity Map
Figure 2
Site and Exploration Plan
Figure 3
Terms and Symbols for Boring Logs
Figure 4
Log of Test Boring BH- I
Figure 5
Log of Test Boring BH-2
Figure 6
Log of Test Boring BH-3
Figure 7
Log of Test Boring HH- I
Figure 8
Generalized Section AW
Figure 9
Generalized Section B-B'
04-014 Report.doc 10
PanGEO, Inc.
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:� i[-
Beattie Residence VICINITY MAP
MGE 17304 73rd Ave. West
1 0 C 0 R P 0 R A T E D Edmonds, Washington Project No. —7aUre No
04-014
20
S5
?8
3�
4:
A /0 "45
- LExisting :Garage
G;.@ _garage
e a!!!
0 P
Gare
SOGg&JL 5r
;K
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70
0 Existing
Mai
B11.2 JE n House
xi
Mai
65
B % 10
k\" 0
U
. . .........
Legend:
Approx. Borehole Location
Approx. Hand Boring Location
Note: Base map provided by
Approx. Scale B B'- Location of Subsurface Replinger-Hossner Architects
1/32" = 1' A ---.A Profile (see Figures 8 and 9)
Beattie Residence SITE AND EXPLORATION PLAN
17304 73rd Ave. West
PmGE@
1 0 C 0 R P 0 R A T 6 D Edmonds, Washington
Proj . ect No 04-014 Figure No 2
I
RELATIVE DENSITY / CONSISTENCY
SAND / GRAVEL
SILT
CLAY
SPT
Approx. Relative
:
SPT
Approx. Undrained Shear
Density
N-values
Density
Consistency
N-values
Strength (psQ
Very Loose
<4
<15
Very Soft
<2
<250
Loose
4 to 10
15-35
soft
2 to 4
250-500
Med. Dense
10 to 30
35-65
Med. Stiff
4 to 8
500-1000
Dense
30 to 50
65-85
Suff
8 to 15
1000-2000
Very Dense
>50
85 - 1100
Very Stiff
15 to 30
2000-4000
Hard
>30
>4000
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS GROUP DESCRIPTIONS
GW: Well -graded GRAVEL
Gravel GRAVEL (<5% fines)
............................................................
50% or more of the coarse
GP: Poody-graded GRAVEL
fraction retained on the #4
sieve. Use dual symbols leg.
GRAVEL (>IrA fines)
............................................................
GM: Silty GRAVEL
... 0 ........................................................
GP -GM) for 5% to 12% fines.
......................................................................
GC: ClayeyGRAVEL
..... . .....................................................
SW: Well -graded SAND
Sand SAND (<5% fines)
............................................................
.. .
50% or more of the coarse
SP : Poody-graded SAND
haction passing the #4 sieve.
Use dual symbols (eg. SP-SM)
SAND(>12%fines)
.............................................................
SM: Silly SAND
................ 0 ...........................................
.
for 5% to 12% fines.
SC : Clayey SAND
................................................................... ..
..... . .....................................................
ML: SILT
Liquid Limit < 50
............................................................
CL : Lean SILT
Sift and Clay
............................................................
OL Organic SILT or CLAY
..................................
50%or more passing 9200 sieve
............................................................
MH: Elastic SILT
Liquid Limit > 50
............................................................
CH Fat CLAY
............................................................
OH: Organic SILT or CLAY
.......................... ................................. .
Highly Organic Soils
..... ............................................
PT : PEAT
Notes: 1. Soil exploration logs contain material descriptions based on visual observation and field tests usinq a system
modified from the Uniform Soil Classification System (USCS). Where neoE-4sary laboratory tests have Dean
conducted (as noted in the 'Other Tests* column), unit descriptions may include a classification. Please refer to the
discussions in the report text for a more complete description of the subsurface conditions.
2. The graphic symbols given above are not inclusive of all symbols that may appear on the borehole logs.
Other symbols may be used where field observations indicated mixed soil constituents or dual constituent materials.
DESCRIPTIONS OF SOIL STRUCTURES
Layered: Units of material distinguished by color and/or
Fissured: Breaks along defined planes
composition from mat6hal units above and below
Slickensided: Fracture planes that are polished or glossy
Laminated: Layers of soil typically 0.05 to 1 min thick, max. 1 cm
Blocky: Angular soil lumps that resist breakdown
Lens: Layer of soil that pinches out laterally
Disrupted: Soil that is broken and mixed
Interlayered: Altemating layers of differing soil material
Scattered: Less than one per foot
Pocket: Erratic, discontinuous deposit of limited extent
Numerous: More than one per foot
Homogeneous: Soil with uniform color and composition throughout
BCN: Angle between bedding plane and a plane
normal to core axis
COMPONENT DEFINITIONS
COMPONENT
SIZE / SIEVE RANGE
COMPONENT
SIZE / SIEVE RANGE
Boulder:
> 12 inches
Sand
Cobbles:
3 to 12 inches
Coarse Sand:
#4 to #10 sieve (4.5 to 2.0 mm)
Gravel
Medium Sand:
#10 to #40 sieve (2.0 to 0.42 mm)
Coarse Gravel:
3 to 3/4 inches
Fine Sand:
#40 to #200 sieve (0.42 to 0.074 mm)
Fine Gravel:
3/4 inches to #4 sieve
Sift
0.074 to 0.002 mm
Clay
<0.002 mm
TEST SYMBOLS
for In Situ and Laboratory Tests
listed
In "Other Tests" column.
CBR
Califomia Bearing Ratio
Comp
Compaction Tests
Con
Consolidation
DD
Dry Density
DS
Direct Shear
%F
Fines Content
GS
Grain Size
Perm
Permeability
PP
Pocket Penetrometer
R
R-value
SG
Specific Gravity
TV
Torvane
TXC
Triaxial Compression
UCC
Unconfined Compression
SYMBOLS
Samplefin Situ test types and. Intervals
2winch OD Split Spoon, SPT
(140-1b. hammer, 30"drop)
3.254nch OD Split Spoon
(30D4b hammer, 30' drop)
Non-standard peneMAon
test (see boring log for details)
Thin wall (Shelby) tube
Grab
Rock core
Vane Shear
MONITORING WELL
2
Groundwater Level at
time of drilling (AM)
3E
Static Groundwater Level
Cement I Concrete Seal
Bentonite grout / seal
Silica sand backfill
Slotted Up
Slough
Bottom of Boring
MOISTURE CONTENT
Dry Dusty, dry to the touch
Moist Damp but no visible water
Wet Visible free water
RinGE@ Terms and Symbols for
Boring and Test Pit Logs Figure 3
1 IN C 0 R P 0 R A TIE 0
Phone: 2D6.262.0370 I
Project: Beattie Residence
Surface Elevation: 66.0ft
Job Number 04-014
7op of Casing Elev.: NA
Location: 17304 73rd Ave. W., Edmonds, WA
Drilling Method: Hollow Stem Auger
Coordinates: not surveyed
Sampling Method: SPT
N-Value A
0
z
CL
-6
PL Moisture LL
F-
E
MATERIAL DESCRIPTION
GCL
E
co
EcL
W
0
W
RQD Recovery
V)
di
0
'0
50 100
0-
2
Loose, dark brown, silty fine SAND with Organics: moist, some fine
.........
to coarse - rounded gravel and cobbles with humus/forest duff. (Unit
S-1
3
1 - Topsoil).
Loose, yellow brown, silty fine SAND: moist, some fine to coarse -
5
rounded gravel and cobbles, occassional organics. (Unit 2 -
Ablation Till).
2
4
S-2
30
Very dense, brown gray to gray, silty fine SAND: dry to moist, som
fine rounded gravel, massive with scattered indistinct layering,
50/4
mottled at top. (Unit 3 - Vashon Till).
4
S-3
50/3
Fine to coarse gravel and cobbles, possible wet lens.
6
S-4
50/5
Trace clay, sand fine*to medium.
. . . .
. . . . . . . . .
F 8
101 S-5 15?1 50/5
-12-
. . . . . . . .. . . . . .
S-6 50/5 . . . . . . :>>
Bottom of Boring. No groundwater encountered.
14
0
W
0
z
9
. . . . . . . .
. . .
W 16
W
7
7
Compl etion Depth:
12.4ft
Remarks: SPT hammer operated using a cat -head system
ca Date Borehole Started: 2/19/04
Date Borehole Completed: 2/19/04
Logged By: SHE
W
0 Drilling Company: CN Drilling
W
a:
0
co
PanGE@
LOG OF TEST BORING 131-1-1
0
0 R A T E 0 Figure 4
0206R26p2.00370
01 ;h:nec:
The stratification lines represent approximate boundaries. The transition may be gradual.
Sheet 1 of 1
1 0 . 0
Project:
Beattie Residence
Surface Elevation:
52.0ft
Job Number
04-014
Top of Casing Elev.:
NA
Location:
17304 73rd Ave. W., Edmonds, WA
Drilling Method:
Hollow Stem Auger
Coordinates:
not surveyed
Sampling Method:
SPT
N-Value A
0
Z
Cl
PL Moisture LL
ca.
W
E
MATERIAL DESCRIPTION
E
M
C1.
E
W
cr)
0
Cf)
ROD Recovery
0
W
F5
0
50 100
0
2
Loose, dark brown, silty fine SAND with organics: moist, some fine
. : . . : :
to coarse - rounded gravel and cobbles with humustforest duff. (Unit
S-1
I
I - Topsoil).
7
Loose, red brown, silty fine SAND and fine sandy SILT: moist, some
3
fine to coarse - rounded gravel and cobbles. (Unit 2 - Ablation Till).
2
. . .. . . .
— — — — — — — — — — — — — — — — — — — — — — — — —
WjK�Fdense, yellow brown, fine to coarse SAND with silt moist,
. . . . .
some fine to coarse gravel and silt, mass. (Unit 2 - Ablation Till).
a
S-2
16
4
Very dense, brown gray, fine SAND with silt moist, trace rounded
gravel, occasional mottles. (Unit 3 - Vashon Till).
. . . . . . . . .
. . . .
S-3
50/65
6
S4
50/3
Fine to coarse sand, moist to wet, indistinct layerin-g.
--------
Bottom of Boring. Possible seepage zone at about 8 feet..
. . . . . .
8
. . . .
. . .
10-
......
.....
12-
0
W
L
ul 16
W
......
..................
.....
LU
Compi etion Depth: 7.8ft
Remarks: SPT hammer operated using a cat -head system
Date Borehole Started: 2/19/04
Date Borehole Completed: 2/19/04
Logged By: SHE
W
_J Drilling Company: CN Drilling
W
cr
0 LOG OF TEST BORING BH-2
W FbnGE@
LL
0 ' 0 c 0 R P 0 R A Ir 11 D Figure 5
Phone: 206.262.0370
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1
Project: Beattie Residence
Surface Elevation: 62.Oft
Job Number: 04-014
Top of Casing Elev.: NA
Location: 17304 73rd Ave. W., Edmonds, WA
Drilling Method: Hollow Stem Auger
Coordinates: not surveyed
Sampling Method:, SPT
N-Value A
0
Z
a)
CL
C�
(0
W
PL Moisture LL
E
MATERIAL DESCRIPTION
E
(U
cEL
W
0
—
C0
RQD Recovery
U)
Fn
0
50 100
0-
2
Loose, dark brown, Silty SAND with Organics: moist, some fine to
. ......
......
coarse - rounded gravel and cobbles, fine grained, poorly graded, with
S-1
humustforest duff. (Topsoil).
Loose, mottled yellow brown, Silty SAND (SM -SP): moist, some fine to
T.
coarse - rounded gravel and cobbles, fine grained, poorly graded,
scattered organics. (Ablation Till).
. . . . . .
2
.........
12
.........
S-2
34
Very dense, brown gray to gray, very Silty SAND (SM-SP): moist to
wet, trace clay, non -plastic, rapid dilatancy, sand fine grained, poorly
46
graded, scattered gravel, massive, mottled at top. (Vashon Till).
4
37
Silty fine to medium sand, trace gravel, clay fine bedded with lensing,
S-3
BCN — 0* -5*, scattered mottles.
50/4
6
S-4
50/6
Massive to stratified, occasional layers with trace clay.
8
S-5
W6
Trace fine rounded gravel, stratified with finer/coarser layers,
10-
-\larninated.
Bottom of Boring.
12-
14-
16
E
Completion Depth: 10.0ft
Remarks: SPT hammer operated using a cat -head system
Date Borehole Started: 2/19/04
Date Borehole Completed: 2/19/04
Logged By: SHE
_J Drilling Company: CN Drilling
D LOG OF TEST BORING BH-3
.FbnGE@
D
D I N C 0 R P 0 R A T E D Figure 6
Phone: 206.262.0370
The stratification lines represent approximate boundaries. The transition may be gradual. Sheet 1 of 1
Project: Beattie Residence
Surface Elevation: 50.0ft
Job Number: 04-014
Top of Casing Elev.: NA
Location: 17304 73rd Ave. W., Edmonds, WA
Drilling Method: Hand Auger
Coordinates: not surveyed
Sampling Method: Grab
N-Value A
0
Z
a)
CL
GO
CO
PL Moisture LL
CL
00
E
MATERIAL DESCRIPTION
a@L
0
E
cEL
W
0
C0
RQD Recovery
0 M
co
Hi
0
0 50 100
0
Loose, mottled, yellow brown, silty fine SAND: moist, some fine
rounded weathered gravel. (Unit 2 - Ablation Till�
.........
.........
G-1
2-
Dense, light gray, fine SAND with silt: moist some rounded fine
G-2
-\.gravel. (Unit 3 - Glacial Till).
Bottom of Boring.
4-
.........
.........
6
8-
10-
12-
.
. . . . . . . . .
14-
P
0
.....
16
......
Completion Depth: 3.0ft
Remarks:
Date Borehole Started: 2/26/04
Date Borehole Completed: 2/26/04
Logged By: SHE
J Drilling Company:
LOG OF TEST BORING HH-1
!PmGE@
3 1 W C 0 R P 0 R A T E D Figure 7
Phone: 206.262.0370
The stratification lines represent approximate boundaries. The transition may be gradual. . Sheet 1 of 1
04-014 cross section NodW.grl w/ 04-014 Set-tzp SheeLxlss and 03-076 stiddogs.xis WaM4 (9:01) SHE
A'
80 r-
. z
75 _=
z
70 =-
z
z
65
60
QD 55
41D
50
0 45
40
_ 35
U
30
25
20
15
.10
Property Line Property Line
Existing Ground
approx. 20 degrees
LEGEND
Borehole Symbols
Boring
Designation
BH-1
SPT N-value
_,17,, /Groundwater table
25--
26-- Silt
>50 --
? >--t_ Soil description
50
Geologic Contact
(approximate)
Limits of House
Proposed Garage and Driveway Grade (Elev. 57' BH-1
Unit 1: Topsoil BH-3 7 8 7
Unit 2: Loose Ablation Till 7:::, 90
50/5 F
HH-1
LI .1. , I LLI. . LI I ...
0 5 10 1 5 20
Scale in Feet
50/4
50/61
50/6
Unit 3: Very Dense Vashon Till
Notes:
1. Ground profile based on the topographic survey, provided by others (see Figure 2)
2. See Figure 2 for location of Section A -A'
3. Subsurface profile based on interpolation of widely -spaced test borings, actual
conditions should be anticipated to vary.
4. All footings should be founded on Unit 3 - very dense Vashon Till
A
80
75
70
65
60
`E 55
50
45
40
35
30
25
20
15
10
0
04-014 cross section SouthBB.grf wl 04-014 Set-up SheeLxtss and 04-014 sUcklogs.xis 3118/D4 (11:30SHE
B
80
75
70
65
60
(D 55
50
C
o 45
40
35
U-
30
25
20
15
10
Property Line
I I
Existing Ground Surface
LEGEND
Borehole Symbols
Boring
Designation
BH-1
SPT N-value 7-- Groundwater table
kl
25--
26-- Silt
>50 -
? >5+Soil description
0
Geologic Contact
(approximate)
approx. 15 degrees
Property Line
I
Limits of House
Unit 1: Topsoil
Unit 2: Loo a Ablation Till BH-1
Proposed Finish Floor -?
(Elev. 56')
Crawl Space_ 50/5
Unit 3: Very Dense Vashon T ill
59
50/3--
L'L-L... LL� 11 .... I
0 - 5 10 15 20
Scale in Feet
Be
80
75
70
65
60
.55
50
45
40
35
30
25
20
15
10
Notes:
1. Ground profile based on the topographic survey, provided by others (see Figure 2).
2. See Figure 2 for location of Section B-B'
3. Subsurface profile based on interpolation of widely -spaced test borings, actual
conditions should be anticipated to vary.
4. All footings should be founded on Unit 3 -very dense Vashon Till
Beattie Residence GENERALIZED SECTION B-B'
RmGE(D 17304 73rd Ave. West
I IN C 0 9 P 0 M A T 0 0 Edmonds, Washington
No.
El
E-D M 0 f-3 bs
FAIT
I a C a a 0 * a A T a 0
3414 NE 55* Street
Settle, WA 98105
Tel: (206) 262-0370 Fax: (206) 262-0374
Project Name
?,00J- 0863
Project No.
0"14.300
Report No.
Location or Address
gmttie Rcside=e
Owner's Representative
Tim Ross=, Repfter-Hossnff Architects permit lqo.
Owner
Jeff and Linda Beattie
Contractor
G.R- Jobnson'(Sta Jobmon,
425.802.1650)
M�
Page No.
I Of I
Date / Day of Week
Jannaty28,2005/Mdgy
Weather
Partly cloudy, cool
PanGEO Meld Rep.
Ctu-tis K, Mathis
As requested by the contractor (S Jo on), panGEO was on r
tu bm ',ito on Friday from about 11:45 to 12:15 to
verify the, bearing sutfac-CS for footing excavations. The IbHowing was noted: -
PanGEO verified the bearing surfacer, for footings beneath the house and the garage. The exposed
soils consisted Of glacial till and am adequate for the recommended bearing pressure of 4,000 prf, as
indicated in the PanGEO Geotechnical Report (March 19, 2004). Due to the fines content� the bearing
soils are moisture sensitive and may become softened if exposed to rain or moisture, Due to the wet
season, PanGEO recommends that the s6gradc soils be protected from rainfall prior to the concrete
pour. The exposed surfaces may be covered with plastic sheets and the ground surfke above the
excavation can be graded to prevent runoff of water into the excavation. In the event that bearing
soils become wet, PanGEO recommends that the contwtor minin&c disturbance of the wet soils and
remove the soft muck from the bewing sutfaces prior to the concrete pour.
The contractor is exporting excavated soils ftm the project site. The soils are s"ited in the area
of the driveway to the northwest of the garage. Because of the stockpiled soils, no check was made of
the bearing surface for the driveway.
The silt fence is in good coudition and no off -site erosion or tracking was obr
gerved.
RECEIVED
FEB 0 9 M
DEVELOPA*NT SERVICES CTFL
CITY OF EDMONDS
ZI3/Z9 39W 'ONI '03"d OLEGIZ9z9oz LZ:Ll seez/az/19
February 114,2006
To: Dave Gerbert, City Engineer
City of Edmonds
Development Services Department
121 5'h Avenue North
Edmonds, WA'98020
Re.- Driveway Slope Waiver Request (permits 2004-0863 and 2004-0864)
Mr. Gerbert, I
This letter is a formal request for a driveway slope waiver for a driveway slope exceeding
14%, but less than 20%.
The reasons a driveway exceeding 14% is necessary f6r this project is a direct result of
existing topography on the site and access casement. Accessing the less steep portions of
the site where it was feasible to build the house and;garage structure, necessitate a
driveway of this pitch.
The proposed driveway, clearly in exom of 14% slp'pe, is part of the original permit
submittal, while the requ1irement for a waiver has only now been brought to our attention.
A letter, dated February 13, 2006, with drawings illustrating the exact proposed final
grades for the driveway was submitted to you by G. Rodney Johnson Construction. We
will make formal plan revisions to the permit drawings reflecting this information.
As tWs is affecting the final occupancy, and owner's mortgage financing, we appreciate
your timely response to this request.
Sincerely,
Tim Hossner
Architect
7203 36" Ave SW Seattle, WA 98126
p. 206.933.8228 f. 206.913.0110
RESUB
FEB 15 2006
BUILDING DEPARTMENT
CITY OF EDMONDS
9
STREET FILE
0
P-4
to
00
0
0
0
cq
200005060171
05/08/2000 11:09 AM Snohomish
P.0001 RECORDED County
RETURN TO:
EARL MORRIS,Jr.
17306 73rd AVE W.
EDMONDS, WA.,-98026
/1- �Je � NIvAS
0
A F F I D A V I T
COMES NOW, THEODORE L. SCHNEIDER AND STATES THAT HE IS A PRODESSIONAL
LAND SURVEYOR, LICENSED BY THE STATE OF WASHINGTON, AND THAT HE SUPERVISED
THE SURVEY AND PREPARATION OF THE PLAT OF BOUNDARY LINE ADJUSTMENT FOR
EARL MORRIS, Jr. IN THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION
8, TOWNSHIP 27 NORTH AND RANGE 4 EAST, W.M. IN THE CITY OF EDMONDS, WASHINGTON
AND RECORDED UNDER AUDITOR'S FILE NO. 9801025001, RECORDS OF SNOHOMISH COUNTY,
WASHINGTON, AND THAT THE NEW LEGAL DESCRIPTION FOR THE RECEIVER OF THE LINE
ADJUSTMENT ERRONEOUSLY LEFT OUT DUE TO A SCRIVENORS ERROR THE VERBAGE OF THE
EXCEPTION, WHICH SHOULD READ AS FOLLOWS; EXCEPT THE WEST 122.00 FT., THEREOF,
AS MEASURED ALONG THE NORTH LINE, CONTAINING 20,069 SQ. FT.. THEREFORE,
THE AREA SHOWN AS 49,059 SQUARE FEET OF LAND WJQLLU DVAn 2Q-09a-%QlLUE FEET
AUTH"%.—*7--)
OF LAND. F0;3 PZC"�.
MY OF ECf'%f*.QlNDS
13Y.-�� TV4-L0Cj'—'
PA.C7--j— OF (
SUBSCRIBED AND SWORN BEFORE ME A NOTARY IN AND FOR THE STATE OF WASHI
THIS &-'-" DAY OF�2�, 2000, A.D.
NOYHY- PUBLIC(Ilj AM FOR THE
0 P'A 4t
'j�; 6,0 STATE OF WASHI'MTON
dor
f
4 RESIDING ITL-f:j��
MY COMMISSION EXPIRES aorz,3
99 7ZI Z L_
% !"._;465FM180
EASEMENT VOL
THIS INDENTURE made this day Novo - mb. e - r D., 19.5.0.
betwc--i Earl.D. Morris Jr., a bachelorl. and FAr.1 Do Morris and Grace Mcr-is. husbani
,,j nd wi fe . .. . ... . .. . ............ _ -----
... ..... ... ...... ............................... ................ .. . .............................................. I ...... .... ...... ...
.. . . ........... .............. . ....................... ....... ...... ........... ... ....... . . ............ .............................................................. ....
hereinafte. called the Grantorl... part:'�S.. oi ihe. 1—t ; PUBLI UTI ITY DI RICT N I Of- SNOHOMISH
. mrt. C L ST 0.
COI:%'TY. hereinafter called the Grantee. party of the second part. and Xi111Ar..!!agnar.JrG
he.ein.-fter called the Mortgagee. party of the third part. WITNESSETH:
That the Grantor.!. for and in consideration of the surn of .................. One and noll .................................
Dollars ($ 1-00 and other valuable considerations. receipt of which is hereby acknowledged. hereby convey
and grant . to the Grantee, Its successors and assigns, the right, privilege and authority to construct, erect, alter. improve,
repair. llwratt- and inaintain an electric transmission and distribution line. consbiting of a line of poles.
wilh necessary braces, guys and anchors, and to place upon or suspend from such poles transmission. distribution and
signal wires. insulators. cross -arms. transformers and other necessary or convenient appurtenances. across. over and
upt )n the !nllowing described lands and premises situated in the County of State of
Washington. to -wit:
I I
.Trrnancln.- at a point 16h.5 feet north of s-tithwest corner of Tract 139 of
Yna4-:�wlale 7nach, triif? point of beginninC, thence north 161-5 feetj thence
-Pit 359.Q feet; thence south 16L.5 feett thence west 359.9 feet tc po�nt of
�!?inntng, as per plat reecor-.I-�! in Vol. 5 of Flats on rpre 38, recorls of
�").;nty.
t The cv:it,-r line of said transmission and distribution line to be located as follows:
AP n-w , -tRked nnd located or Rs her�inafter nay b e 7relocated or extended by
(--sert of the parties hereto.
Together with the right of ingress to and egress from said lands across adjacent lands of the Grantor ... S for the pur-
Pose of constructing. reconstructing, repairing, renewing, altering, changing, Patrolling and operating said line, and the
right at any time to remove said Poles, wires and appurtenances from said lands.
Also the right at all times to cut all brush and timber, and trim all trees standing or growing upon said lands which,
in the opinion of the Grantee constitute a menace or danger to said 'line. * , -
The Grantor..C.. thP_ir... heirs, successors or assigns, covenant and agree not to do any blasting or discharge
any explosives within a distance of three hundred (300) feet of said line without giving reasonable notice in writing to
the Grantee. its successors or assigns, of Intention so to do.
The rights. tifl,% privileges and authority hereby granted shaU continue and be in force until such time as the Grantee, �ts
successors or assi�,.ns shall permanently remove Aaid poles, wires and appurtenances from said lands*, or shall other.
wise permanentlY abandon said line. at which time bill such rights, title, privileges and authority hereby granted shall
terminate.
Any mortg.rige on said land held by the Mortgagee Is hereby subordinated to the rights herein granted to the
Grantee. but In all other respects the said mortgage shall remain unimpaired.
In WITNESS WHEREOF, this instrument has been executed the day and year first above written.
/ ........... ..................................
1, ......................... ...
STATE OF WASHTN*
COUNTY OF WE
joi<"Orai S, 40'
1. the undersigned. a Notary Public. do hereby certify that on this .... 21 ........... day of ........ Decembar.19
lx-rson�dl.v appeared before me E�arl D.. Morrie ................... and .... ... ... Grace _Vorri.:1 ... ............ . ..... . ..........
.. . . . . ...................................... .. ..
his Wifv- -to W:kb�dAna*la-be the individual �Sdescribed in and who executed the within instrument. and ackowledged
that tho same as free and voluntary act and deed. for the uses and purposes therein mention
th ir
ed
Glvvn:undv�:"�.%�*h-and 'And official seal the day and year in this Certificate above written.
......... .
NOTARY PUBLIC IN ANO FOR T.E STATE Or WASNINrTON.
RESIDING AT
,
STATE OF WA5ZHINGTON.
COUNTY OF
1. the tinfl-.-rs;�:ned. a Nutar.v Public. do hereby certify that on this .... ... day Of I)Ocombor-- 19. -50
pvrs--n.0!'% ,ppv:ircJ before tile ....... . ... -@"d A ba�:ael:�r
. .. ........ .... ..... ............ . .
to me known to be the individual described in and who executed the within instrumejl%'jnd-a��ov�ledgcd
that signed the same as free and voluntary act and deed, for the uses and pl.
7 71�in on#jored.
Civen under my hand and official seal the day and year In this Certificate above written.
............... C..t..a
NOTARY PUBLIC IN AND FOR T.E STATE Or WASHINCrta..
RESIDING AT
STATF. OF WASIHNGTO?..
COUNTY OF KinG
I. thc undersh-,rit'Ll. :1 N0t,'jI'Y Public. do herc))y certify that on this ...... 21st day of ..,December. 19.
pvt*.,,)n:,;;Y appeart-d 1),f,wk, ine Wapm-a- Jr.
arm
.... .......... .
to nfer-1;nown to be the individual— described in and who executed tll,.- within instrument, and ackowledc
ged
that tile salne
free and voluntary act and deed. for the uses and pu p os therein mentioned.
ne 'n .. en
and official seal the day and year s cer ' ate above written.
.�inlh,. Acc��
I f
NOTAR UBLIC IN ANO FOR THE rATE OF WASHI
�T ..T.N.
RCSIOING AT Seattle_
z n
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92004
ej JUN
PERMIT COUNTER
NO SALES TAX
1337434- Quit Claim Deed RE=tRED
MAY 1.8 195-1
THEGRAINTORs, Earl D. %;orris anr; iracn -torris, hi.smWik
_yJ c D"i*
forandincowiderationof One Dollar :..1.00 ) an,1 ot:ier ,Ood an-d lalu�tui I
consideration
convey andquitclaim to E. L. Orner and SRrah L. Urner, Iiis ,%,ife,
the following described real estate, situated In the County of Smohomish
State of Washington including any interest therein which grLntor rnay hereafter acquire:
L,riat -,nrtion of 'fract 139, Mleariowdaln -3r,,ach, accordin:, to nlat thereof recorded
1:1 jollu.,jo 5 of Plats, pa�-,e 38, records of said ol.intr, .scrib d --.i,
c (I n e r f ol Lolvs:
:iecinnin ' 7 at tho soiithripst corner of said Tract 139; thence nrrtn alonf;: tile
... est 1 17O?PI'26" t� 3 0.26 feet to
line o' sai(i tract 329.4 feet; thence east 6 0 G
the true )oizit of be-,innin,, which is a noint estabiishen b,,f ti%n snirvey of' a
portion of said tract 139 in i.!arch, 11)5) by 43. i.Ayrin:7, iteriste,-red ?rofessionol,
Lami 6urveyor, for Earl D. I.:orris, Jr.; thence, solitil r),,r.Ljlel to thq west line
of sale tract L aistance of 10 feet; thence west N 6702212b" '.4 a distance of'
112.') feet; thence north parallel to the .%,est line of' said tract 11 distance of
10feet; thAnce east S 8701,1211!�5'1 E a distance of:112.9 fuet to the true point of
beE-inning; I'l-ITH an eRserient for the existin;r driveway over the
followin;z descrioed real property: He ' ainnint,, at tne poinz heretofore rel'orrea
to b,r said survey; thence south Parallel to the wn�;t line of' -aid tract 139 a
distance Of 10 feet;to. the true point of berpinning; thence continuing south a
distance of 10 feet; thence. west N 87022IP5" W a distance of 60 feet; thence
nort'n Parallel to tile west line of sai(i tract, a distance of' 10 feet; thence
east S 87002125" S a distance of 60 feet to tile. -true noint of' beginning.
Datedthis
STATE OF WASHINGTON
Countyof Snohorlish
day Of May, 1959.
� 15, 11� & I-
..... .... .................. .......................... ....... (SLAL)
. . ........... ... ... LgLt..l ............. (SIAL)
on this day personally appeared before me Earl D. biorris and Gr"cc . i.�orris
to me known to be the Individual described in and who executed & within and foregoing Instrument, and
acknowledsW that the'y WStiadL." astins JS their it" and voluntuy act and deed, for the
um and purposes t1serein —tJqs(d51%'.,.;
day of ay, 19�9.
GIVEN under my band add offt !�' 67
; . . . . ..... . .............................
Nos�
��O exidjor Me Stiate of Wes"stow,
47
0 0
EXHIBIT "A"
That portion of Tract 139, MEADOWDALE BEACH, according to the plat thereof
recorded in Volume 5 of Plats, Page 38, records of Snohomish County,
Washington described as follows"
Beginning at a point 329.4 feet North of the Southwest corner of Tract '139. TRUE
POINT OF BEGINNING; thence East 122 00 feet, thence South 164 5 feet, thence
West 122.00 feet, thence North 164 5 feet to TRUE POINT OF BEGINNING, along
with driveway easement described as follows'
Beginning at the Northeast corner of described lot, thence East 125 00 feet, thence
South io 00 feet, thence East 137 90 feet, thence South 10 00 feet, thence West
262.90 feet, thence North 20 00 feet to the Northeast corner of described lot
200005220368
,06/04/'2004 10:48 FAX
16009
1111111111.11 i S.
PACMIC TITL R,
C�orripany of SnohomisF. County, Inc.
VrU 9URMSIrM ASA C0NVIV#=-M LOCATZ
TID Lvm imuoN wrni Rmamcgyo
tAYW- MO VABUTY IS
ACSVMCD SY RIL&MCE latnort
OkT)ER NO. SA10
,I -
CMWFA. �Vqv- �7ff
9011CAVAUft - ddk WT. sp
up
E MOMAJR LOT LINE ADJ TMCWT
woor "Ummumt - 4A 00 - aw - PIF
OM&Wvzm - - memo sw PCOW two.
lot ##swig mw
04 #too
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Are
w
0. 11 1 sw all
'PRIC" UA- -gli% INN
qmvr Lon
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ra
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a-) VIM
Al &V
cx 60"
1715AW 113�w
owl
Wa's
*40F
RECEIVED
JUN - V`7`
P E R M I T
06/04/2004 10:48 FAX
E
Zoos
For purposes of this endorsement the words 11 Covenants" "conditions" or "restrictions" shall
not, be deemed to refer to or include any covenants, conditions or restrictions relatin to
environmental protection, except to the extent that a notice Of violatign or alleged viola ion
pffecting the land has been recorded in the public records at Date Of Policy and is not exce
in Schedule B. ptecl
IThis endorsement is made a part of the Policy and is subject to all of the terms and
)rovisions thereof and of any prior endorsements thereto. Except to the extent expressly stated,
it n either modifies any Of. the terms and provisions of the Policy and any r endorsements, nor
does it extend the effectiv date of the Policy and any prior endorseme
the face amount thereof. e Prsio, nor does it increase
PACIFIC NORTHWEST TITLE INSURANCE COMPANY, INC-
a, MA r, mr/A 0 19
--) V-4 W0.05
Authorized Signatory
QU/04/2004 10:47 FAX 16007
ORDER NO.: SNO103314-3B
ENDORSEMENT ATTACHED TO AND MADE A PART
OF TITLE INSURANCE POLICY NUMBER 0-1093-87;348
ISSUED BY
PACIFIC NORTHWEST TITLE INSURANCE COMPANY, INC.
This endorsement shall be effective only ff at Date of Policy there is located on the land
described in the policy a one -to -four family residential structure in which the insured
owner resides, either at Date of Policy, or within one year of date of policy, as the insured
owner's principal residence. For the purpose of this endorsement the term "residential
structure, is d6fined as the principal dwelling structure located on the land, together with
a garage or carport used for storage of noncommercial vehicles. The term "residential -
structure" shall not include detached outbuildings (other than a ara a o carport as
defined herein), driveways, walkways, boat ramps, docks, recreJonall facrilities of any
kind, subsurface lines, pipes, tanks, septic systems and/or drainfields, plantings of any
nature, perimeter fences or perimeter walls, or any other improvements which are not an
integral part of the residential structure,
The Company hereby insures the insured owner against loss or damage which the
insured owner shall sustain by reason of:
a. the existence at Date of policy of any unrecorded statutory liens for labor
or materials attaching to,the estate or interest arising out of any work of
improvement on the land in progress or completed at the Date of 1he Policy,
except those liens arising cut of a work of improvement for which the
insured has agreed to be responsible.
b. the removal of the residential structure or interferenc:e with the use thereof
for ordinary residential purposes as the result of a final Court Order or
Judgment, based upon the existence at the Date of Policy of:
any encroachment of the residential structure or any part thereof
onto adjoining lands, or onto any easement shown as a special
exception in chedu!e B of the Policy, or onto any unrecorded
subsurface easement;
(2) any violation on the land of enforceable covenants, conditions or
restrictions provided that this coverage shall not refer to or include
the terms, covenants and conditions contained in any lease, sub-
lease or contract of sale referred to'in this Policy:
any violation of applicable zoning ordinances to the extent that
such ordinances regulate (a) area, width or depth of the land as
a building Site for the residential structure, (b) ficcr s ace area of
the residential strycture; �C) setback of ibe residen ial structure
from the property ines of he land; or (d) height of the residential
structure.
C. damage to the residential structure resulting from the exercise of any riAt
to use the surface of the land for the extraction or development of e
minerals shown as an exception in Schedule B, or excepted from the
description of the land.
ALTA ENOORSEMENT-Homeowners
.08/04/2004 10:46 FAX
77 .
. .. ....... .......
00 6
ORDER NO.: SNO103314-313
ENDORSEMENT ATTACHED TO AND MADE A PART
OF TITLE INSURANCE POLICY NUMBER 0-10-93-87348
ISSUED BY
PACIFIC NORTHWEST TITLE INSURANCE COMPANY. INC.
The Company, recognizing the current effect of inflation on real property va . luation and Intending to provide additional
monetary protection to the Insured Owner named in said Policy, hereby modified sold Policy, as follows -
I - Notwithstanding anything contained in said Policy to the contrary, the amount of insurance provided by said Policy,
as stated in Schedule A thereof, Is subject to cumulative annual upward adjustment in the manner and to the Went
hereinafter specifled.
2."Adjustment Date" is defined, for the purpose of this Endorsement, to 12:01 a-m, on the first January I which
occurs more than six months after the date of Policy, as shown in Schedule A of the Policy to which the
Endorsement is attached, and On each succeeding January 1.
3.An upward adjustment will be made on each of the AdjustmQnt Dates, as defined above, by increasing the
maximum amount of insurance provided by said policy (as said amount may have been increased theretofore under
the terms of this Endorsement) by the same percentage, if any, by which the United States Department of Commerce
Composite Construction Cost Index (base period 1967) for the month of September immediately preceding extends
such Index for the month of September one year earlier; provided, however, that the maximum amount of insurance
in force shall never exceed 150% of the amount of Insurance stated in Schedule A of said Policy, less the amount
of any claim paid uncier said Policy which, under the terms of the Conditions and Stipulatiors, paid under said Policy
which, under the terms of ft Conditions and Stipulations, reduces the amount of insurance in force. There shall
be no annual adjustment In the amount of insurance for years In which there is no increase in said Construction 0 st
Index. 0
4.In the settlement of any claim against the Company under said Policy, the amount of insurance in force shall be
deemed to be the amount which Is in force as of the date on which the Insured claimant first learned of the assertion
or possible assertion of such claim, or as of the date of receipt by the Company of the first notice of such claim,
whichever shall first occur.
PROVIDED, HOWEVER, this Endorsement shall be effective only If one of the following conditions exists at Date of
Policy:
a. The land described in this Policy is a parcel on which there Is only a one -to -four family residential structure,
including all Improvements on the land related to residential use, in which the Insured Owner resides or intends to
reside; or,
b. The land consists of a residential condominium unit, together with common elements appurtenant thereto and
related to residential use thereof, In which the Insured OWner resides or Intends to reside.
This endorsement is made a part of the PolicV or Commitment and is subject to all the terms and provisions thereof
and of any prior endorsements thereto. Except to the extent expressly stated, it neither modified any of the terms
and provisions of the Policy or Commitment and prior endorsements, If any, nor does it extend the effective date
Of the Policy or Commitment and prior endorsements or increase the face amount thereof,
PACIFIC NORTHWEST TITLE INSURANCE COMPANY, INC.
Authorized Signatory
NOTE: In connection with a future application for title insurance covering said land, reissue credit on premium
charges (if applicable at aJI) will be allowed only upon the original face amount of insurance as stated In Schedule
A at said Policy.
ALTA ENDOR$EMENT-Inflation ProtWion
46/04/2004 10:46 FAX
01rder No.: SN017�03*313
Policy No.: 0-1093-87348
- 7".,
.07
SCHEDULES - CONTINUED
SPECIAL EXCEPTIONS:
1. Easement and the terms and conditions thereof.-
Grantee: Public Utility District No. 1 Of Snohomish County
Purpose: Electric transmission and distribution line
Area Affected: As now staked and located
Recorded: December 2, 1951
Recording Number: 978002
2. An easement affecting the portion of said premises and for the purposes stated herein,
and Incidental purposes:
For. Existing Driveway
In Favor Of: E. L. Orner and Sarah L, Orner, his wife
Disclosed By Instrument
Recorded- May 18, 1959
Recording Number: 1337434
Affect$: Northeasterly Portion of the property herein described
3. The following matter(s) disclosed by Survey recorded under Recording Number
9207135010.
Driving Surface Over The Northeas . terly Portion Of The Property Herein Described.
A Copy of said Survey is hereto attached.
4. Lot Line Adjustment And Survey and the terms and conditions thereof:
Recorded: January 2, 1998
Recording Number: 9801025001
Affidavit of Amendment to Lot Line Adjustment was recorded May 8, 2000 under
Recording Number 200005080171.
. END OF SCHEDULE B ...
Page 2-6
06/04/2004 10:43 FAI
Z004
Standard Coverage
POLICY NO.: 0-109.3-87W
ORDER NO.: SNO103314-313
PACIFIC NORTHWEST TITLE INSURANCE COMPANY, INC.
SCHEDULEB
This Policy does not insure against loss or damage by reason of the following:
GENERAL EXCEPTION-
1. Rights or ciaims Of Parties in Possession not shown by the public records.
2. Easements, Or claims Of easements, not shown by the public records,
3. Encroachments or questions of location, boundary and area, overiElPs, boundary line
disputes, or other matters which would be disclosed by an accurate survey or inspection
Of the premises,
4. Any lien, or right to a lien, for services, labor or material heretofore or hereafter furnished,
imposed by law and not shown by the Public records, or liens under the Workmen's
Compensation Act now shown by the public records.
governments or other entities,
5. Any title or rights asserted by anyone including but not limit d to Persons, corporations,
to tide lands, or lands Comprising the -shores or bottoms
of navigable rivers, lakes, bays, Ocean or sound, or lands beyond the line of the harbor
lines, as established or changed by the United States Government,
6- (a) Unpatented mining claims; (b) reservations or exceptions I Patents or in Acts
authorizing the issuance thereof; (c) water rights, claims or title In
to work,
7, Taxes or special assessments which are not shown as existing liens by the public
records.
8. Any service, installation, connection maintenance or construction charges for sewer,
water electricity or garbage removal.'
9. Indian tribal codes or regulations, Indian treaty or aboriginal rights, including, but not
limited to, easements or equitable servitudes.
SPECIAL EXCEPTIONS:
AS ON SCHEDULE 8, PAGE 2, ATTACHEI).
Continued on next page
ALT.A. OWNEPVS FIOLICY
page J�B
"06/04/2004 10:45 FAX
SCHEDULEA
ORDER NO.: 103314-3B
Policy No.:O- 1093-87348
That portion of Tract 13-9, MEADOWDALE BEACH, according to the plat thereof recorded in
Volume 5 of Plats, Page 38, records of Snohomish County, Washington described as follows:
BEGINNING; thence East 122.00 feet; thence South 164.5 feet; thence West 122.00 feet; I
Beginning at a point 329.4 feet North of the Southwest corner of Tract 139, TRUE PO NT OF
thence
North 164.5 feet to TRUE POINT OF BEGINNING, along with driveway easement described as
follows; -
Beginning at the Northeast corner of described lot; thence East 125.00 feet; thence South 10.00
feet; thence East 137.90 feet; thence South 10.00 feet; thence West 262.90 feet; thence North
20-00 feet to the Northeast corner of described lot
Abbreviated legal
Portion of Lot 13.9, PLAT OF MEADOWDALE BEACH, V 5, p 313.
I . . END OF SCHEDULE A ...
Page 2-A
,06/04/2004 10:45 FAX
Standard Coverage
PACIFIC NORTHWEST TITLE INSURANCE COMPANY, INC.
A.L.T.A. OWNER'S POLICY
SCHEDULE A
Order No.: 103314-313
Policy Date: May 22, 2000
at 1:34PM
Policy No.:0-1093-87348
Policy Amount:$225,000.00
Name of Insured:
JEFFREY J. BEATTIE and LINDA BEATTIE, husband and wife
?002
2. The estate or interest in the land described herein and which is covered by this policy i�:
FEE SIMPLE
3. The estate or interest referred to herein is at date of Policy vested in:
JEFFREY J- BEATTIE and LINDA BEATTIE, husband and wife
4. The land referred to in this Policy is described as follows:
SEE SCHEDULE A, PAGE 2
Pag* I -A
06/07/2004 e9:41 2062830308 OSOLIN PAGE 01
ca
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3 10
38,Lla
LM N N
STREETLovell-Sauerland and Associate *,i0c -
19217 36th Avenue West, Suite 106
Lynnwood, Washington 98036
Phone: 425-775-1591
LSAEngineeriiig.com
Engineers Surveyors Planners '*"I VP1 1p
,Syelopment Consultants
Jeanie McConnell
Engineer Program Manager
Engineer Division
Edmonds, WA 98020
e1v
G11VA
�ftft "IV/8/01V
Re: Wally Chang Residence, 17306 — 73rd Avenue W (Parcel #00513100013908)
Engineering Site Plan Construction Evaluation Letter
October 31, 2014
LSA No. 5298
fig
ILE
b 1� To-W to 3
Per Mr. Wally Chang's request, LSA is pleased to provide the following professional engineering
evaluation of the proposed infiltration trench system for the Chang residence at 17306 — 73rd Avenue W.
The engineering site plan included the installation of storrn water drainage system and infiltration trench
system. The purpose of the drainage system and infiltration trench system is to control and -convey storm
water runoff from the proposed on -site improvements, and reduce the risk of erosions and minimize
hazards to persons and/or property. The infiltration trench was sized to infiltrate 100% of the site
impervious runoff.
During construction, the square footage of total impervious surfaces was found to exceed the designated
quantity (8,000 square feet). A sample bag of 1-3/8" Washed Drain Rock was taken from Miles Sand and
Gravel Company, and delivered to the Construction Testing Laboratories, Inc. for the void determination.
Original Design
Impervious Surfaces
Square feet
Acres
WWIIM3
Roof Tops =
4,667
0.107
Roof Tops Flat
Driveway =
2,901
0.067
Driveways Mod
Walkway =
348
0.008
Sidewalk Flat
Deck =
84
0.002
Roof Tops Flat
Total =
8,000
0.184
Pervious Surface
C, Lawn, Mod =
21,170
1 0.486
C, Lawn, Mod
Porosity (Void)
30%
Percent of runoff infiltrated
100%
Total square footage input as "Roof Tops Flat" in WW1IM3 modeling = 4,66.7 sf + 84 sf = 4,751 sf
IMPNIES WITH APPLICABLE
Ify/SORAMATER CODE
11 L �� .
. — /iceco cce-f JL,/ /QC.Ce2-
_Scctr(:��f beSr-c p911,1C,Pf,5 rrce,<
Per the Laboratory Test Report prepared by Construction Testing Laboratories, Inc., dated 10- 17-2014,
the void of the 13/8" Rock was determined to be 41.3% (see attached Report), a rounded number of 40%
was used in the WWHM3 modeling.
Revised Design
Impervious Surfaces
Square feet
Acres
WWHM3
Roof =
4,322
0.0992
Roof Tops Flat
Driveways =
2,690
0.0618
Driveways Mod
Walkway =
1,681
0.0386
Sidewalk Flat
Deck =
392
0.0090
Sidewalk Flat
Total.=
9,085
0.2086
C, Lawn, Mod
-Pervious Surface
C, Lawn, Mod
20,085
0.4611
Porosity
40%
Percent of runofLinfiltrated
100%
The square footage provided by Mr. Chang for the roof (as -built) 4,322 sf
The square footage provided by Mr. Chang for the deck (as -built) 392 sf
Total square footage input as "Roof Tops Flat" in WWHM3 modeling = 4,322 sf + 392 sf = 4,714 sf
The difference between the original design and the as -built for the roof + deck:
= 4,751 sf — 4,714 sf
= 37 sf (less than the original design)
The difference between the original design and the as -built impervious surface for the project:
= 9,085 sf — 8,000 sf
= 1,085 sf (exceed the original design)
The installed infiltration trench system with porosity of 40% (see attached WVVHM3 Report) does
provided adequate storage volume for the additional amount of impervious surfaces during the I 00-year
stonn event, and thus considerably conforming to the design concept.
If you have further questions or need additional infonnation, please give me a call.
Sincerely,
John W. Yuen, P.E.
Project Engineer
File Edit View Help
Subbasin NamejM
SUFface
WVMM3 Documentation
11 r--jP=esig=nat7eMB=
ypass (701M
InteFfIOW GioundwateF
Flows To: 1157MyellT—rench7g.'Rdil�� I =roiteljMencl7g—edjl��
Area in Basin FV 1733MOR
Available Pervious Available Impervious
rvyalramnxnod�M FORAMM-0 QR@F
AMIRISJF.��j F=0-992 �--ff
F 04:i7�6�
PeiviousTotal =S Impervious Total =S
Basin Total IQ Mq�p MSE
0
'N,'WWIIMI 5298RI
151- � L* &,v
-MM:
WIP
�1 Gi-cl 1 rench Ded I MMMIed
Name GiavelTre nch Bed 1��
Outlet I Outlet 2 Outlet 3
Facility -Type
Ste N�
CLF!j�0— i� _F;10—AMI OuickTrenc�
Vim IoFi
Facility Bottom Elevation (fQ 10
MW
FikcilityDimengions
T—h Cdh Outlet Structu re
H�ig�,ffl 5_
Tmnch9,;u,6Wdh R—
Effe�. Tdd N*
R. 4�—I'
13's DOT
�Q
Ldt Sid. skm N
DOTA.6 ll�
Ri;" S*ibpi
Material L",tov
rifice.. DiavnetefHeig�t OU aX7
L4,61 P..* NW: On) ffo .(qs)
L;� Ut i�
2 pwoity i
L�� 3..Thanei. 3
Lap. 3 p...�
Intilbation TwaVd—alRi-H.Wj..�ft), .046
Pond 1,
M.a..W Fol 0
"h' -
Oon�
Watan, S cvw Table
151037 TdAV6" Tft�,�wayfwi�Q 153.037
ToWVckam MoughRitel—A) 0 Poftnt Inl%atod lob
IV
F1 0/31/2014 F352AM
Infiltration rate: 3.8 x 0.5 = 1.9 in/hr
Depth of trench rock = 5.33'
Porosity = 40%
Percent of runoff Infiltrated = 100%
Required bottom area for a 5'- 4" deep rock trench = 58' x 16' = 928 sf
Western Washington Hydrology Model
PROJECT REPORT
ProjectName: 5298 Rl
Site Address: 1730Z'73rd Avenue W
city Edmonds
Report Date 10/31/2014
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Mod .67
Impervious Land Use Acres
Element Flows To:
Surface Interflow
Name : Basin I
Bypass: No
GroundWater: No
Pervious Land Use
Acres
Lawn, Mod
.4611
Impervious Land Use
Acres
ROOF TOPS FLAT
0.0992
DRIVEWAYS MOD
0.0618
SIDEWALKS FLAT
0.0476
Groundwater
Element Flows To:
Surface Interflow Groundwater
Gravel Trench Bed 1, Gravel Trench Bed 1,
Name Gravel Trench Bed 1
Bottom Length: 58ft.
Bottom Width : 16ft.
Trench bottom slope 1: 0.0001 To 1
Trench Left side slope 0: 0 To 1
Trench right side slope 2: -0 To 1
Material thickness of first layer : 5.33
Pour Space of material for first layer 0.4
Material thickness of second layer : 0
Pour Space of material for second layer 0
Material thickness of third layer : 0
Pour Space of material for third layer 0
Infiltration On
Infiltration rate : 3.8
Infiltration saftey factor : 0.5
Discharge Structure
Riser Height: 5.33 ft.
Riser Diameter: 6 in.
Element Flows To:
Outlet 1 Outlet 2
Gravel
Trench Bed Hydraulic
Table
Stage(ft)
Area(acr) Volume(acr-ft)
Dschrg(cfs) Infilt(cfs)
0.000
0.021
0.000
0.000
0.000
0.069
0.021
0.001
0.000
0.041
0.137
0.021
0.001
0.000
0.041
0.206
0.021
0.002
0.000
0.041
0.274
0.021
0.002
0.000
0.041
0.343
0.021
0.003
mob
0.041
0.411
0.021
0.004
0.000
.0.041
0.480
0.021
0.004
0.000
0.041
0.548
0.021
0.005
0.000
0.041
0.617
0.021
0.005
0.000
0.041
0.686
0.021
0.006
0.000
0.041
0.754
0.021
0.006
0.000
0.041
0.823
0.021
0.007
0.000
0.041
0.891
0.021
0.008
0.000
0.041
0.960
0.021
0.008
0.000
0.041
1.028
0.021
0.009
0.000
0.041
1.097
0.021'
0.009
0.000
0.041
1.165
0.021
0-010
0.000
0.041
1.234
0.021
0.011
0.000
0.041
1.303
0.021
0.011
0.000
0.041
1.371
0.021
0.012
0.000
0.041
1.440
0.021
0.012
0.000
0.041
1.508
0.021-
0.013
0.000
0.041
1.577
0.021
0.013
0.000
0.041
1.645
0.021
0.014
0.000
0.041
1.714
0.021
0.015
0.000
0.041
1.782
0.021
0.015
0.000
0.041
1.851
0.021
0.016
0.000
0.041
1.920
0.021
0.016
0.000
0.041
1.988
0.021
0.017
0.000
0.041
2.057
0.021
0.018
0.000
0.041
2.125
0.021
0.018
0.000
0.041
2.194
0.021,
0.019
0.000
0.041
2.262
0.021
0.019
0.000
0.041
2.331
0.021
0.020
0.000
0.041.
2.399
0.021
0.020
0.000
0.041
2.468
0.021
0.021
0.000
0.041
2.537
0.021
0.022
0.000
0.041
2.605
0.021
0.022
0.000
0.041
2.674
0.021
0.023
0.000
0.041
2.742
0.021
0.023
0.000
10.041
2.811
0.021
0.024
.0.000
0.041
2.879
0.021
0.025
0.000
0.041
2.948
0.021
0.025
0.000
0.041
3.016
0.021
0.026
0.000
0.041
3.085
0.021
0.026
0.000
0.041
3.154
0.021
0.027
0.000
0.041
3.222
0.021
0.027
0.000
0.041
3.291
0.021
0.028
0.000
0.041
3.359
0.021
0.029
0.000
0.041
3.428
0.021
0.029
0.000
0.041
3.496
0.021
0.030
0.000
0.041
3.565
0.021
0.030
0.000
0.041
3.633
0.021
0.031
0.000
0.041
3.702
0.021
0.032
0.000
0.041
3.771
0.021
0.032
0.000
0.041
3.839
0.021
0.033
0.000
0.041
3.908
0.021
0.033
0.000
0.04.1
3.976
0.021
0.034
0.000
0.041
4.045
0.021
0.034
0.000
0.041
4.113
0.021
0. 035
0.000
0.041
4.182
0.021
.0.036
0.000
0.041
4.250
0.021
0.036
0.000
0.041
4.319
0.021
0.037
0.000
0.041
4.388
0.021
0.037
0.000
0.041
4.456
0.021
0.038
0.*000
0.041
4.525
0.021
0.039
0.000
0.041
4.593
0.021
0.039
0.0 00
0.041
4.662
0.021
0.040
0.000
0.041
4.730
0.021
0.040
0.000
0.041
4..799
0.021
0.041
0.000
0.041
4.867
0.021�
0.041
0.000
0.041
4.936
0.021
0.042
0.000
0.041
5.005
0.021
0.043
0.000
0.041
5.073
0.021
0.043
0.000
0.041
5.142
0.021
0.044
0.000
0.041
5.210
0.021
0.044
0.000
0.041
5.279
0.021
0.045
0.000
0.041
5.347
0.021
0.046
0.011
0.041
5.416
0.021
0.048
0.123
0.041
5.484
0.021
0.049
0.296
0.041
5.553
0.021
0.051
0.513
0.041
5.622
0.021
0.052
0.767
0.041
0.021
0.05A
1.052
0.041
.5.759
0.021
0.055
1.367
0.041
5.827
0.021
0.057
1.707
0.041
5.896
0.021
0.058
2.072
-0.041
5.964
0.021
0.060
2.460
0.041
6.033
0.021
0.061
2.870
0.041
6.101
0.021
0.063
3.299
0.041
6.170
0.021
0.064
3.7A9
0.041
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period Flow(cfs)
2 year .0
5 year 0
10 year 0
25.year 0
50 year 0
100 year 0
Flow Frequency Return Periods for Mitigated. POC #1.
Return Period Flow(cfs)
2 year 0
5 year 0.
10 year 0
25 year 0
50 year 0
100 year 0
Yearly Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped ' Mitigated
Ranked Yearly,Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
POC # 1
The Facility
PASSED
The Facility
PASSED.
Flow(CFS) Predev Dev
Percentage
Pass/Fail
0.0000 0
0
.0
Pass
0.0000 0
0
0
Pass
0.0000 0
0.
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pas's
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0
Pass
0.0000 0
0
0.
Pass
0.0000 0
0
0
Pass
0.0000
0
0
0.
Pass
0.0000
0
0
.0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
ol
Pass
.0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0.
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
6
0
0
Pass.
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
.0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
.0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0.
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
b
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pas�s
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
o
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
'0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0.
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0 0
0
Pass
0.0000
0
0
0
Pass
0.0000
0
0
0
Pass
0.0000
4
0
0
0
Pass
Water Quality BMP Flow and volume for POC 1.
On-line facility volume: 0.0309 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0298 cfs.
Off-line facility target flow: 0.0158 cfs.
Adjusted for 15 min: 0.0165 cfs.
Per1nd and Imp1nd Changes
No changes have been made.
This program and accompanying documentation is provided 'as -is' without warranty of any kind. The
entire risk regarding the performance and results of this program is assumed by the user. Clear Creek
Solutions and the Washington State Department of Ecology disclaims' all warranties, either expressed
or implied,. including but not limited to implied warranties of program and accompanying documentation.
In no event shall Clear Creek Solutions and/or the Washington. State Department of Ecology be liable
for any damages whatsoever (including without limitation to damages for loss of business profits, loss
of business information, business interruption, and the like) arising out of the use of, or inability
to use this program even if Clear Creek Solutions or the Washington State Department of Ecology has
been advised of the possibility of such damages.
Flow Frequency Analysis
Die_ Edit Yiew ti*
��1; �,U, Mgat M,HV!
Flow Frequency
IOE I
CLasw(CPS)
0801
2 Year =
0.0000
5 Year =
0.0000
10 Year -
0.0000
0
25 Year =
0.0000
IOE 0.
50 Year —
0.0000
100 Year =
0.0000
0
Yearly Peaks
J
1940
1OE-1
9 1
1 4
0 * 0000
1942
0.0000
1943
0.0000
1944
0.0000
10EJ
- -
1945
0.0000
1 10 �20 30 40 50 60 70 80 90 99
1946
0.0000
1947
0.0000
Cumulative Probability
1948
0.0000
1949
0.0000
Dutations 1 FbwReque y �Hydmgaph� �WedandF�Imt-h-
1950
0.0000
11951
01::000
Analyze datasets
952
0. 0
p,
mE'W—.t' E SiQk�.ya
19953
0100000
EM P
1 54
0
0. 00
C �t,�,tre
aEl Mr;� eve _d fl.-
�6,
5011 P
I
IL955
0.0000
I IN
ON I P
F, I (4.60�
1
1�
1956
0.0000
1000-6 4 M
,Ca IVRWB4!Lj;_ OUTV �65Q
:
1957
1958
0.0000
0.0000
1959
0.0000
1960
0.0000
All Dtw.Lt._E�@ PI vaP 1
=E_MC j
1::1
. 0.0000
_LUM-j=-iP
1 2
0.0000
QIM�Frequealm;i
_ y, ;
1 1963
0.0000
r Ro—jPL9r—s6n%TW'
E L' 'T -p-111 17B JL::4 0.0000
ffijP!���
1 5 0.0000
10/31=14 1354AM
The'analysis shows that no flow is released for the 100-year event, thus the facility is infiltrating
practically 100% of its received runoff.
.0
Water surface Analysis
JM Efle LdIt tj*
DG91a I& d� %e
ME 9R GraVeIjrenc�).BeqI
Stage Frequency
10E 1
(feet)
100
2 Year -
0.5166
5 Year =
1.2100
10 Year -
1.9452
25 Year =
3.3029
1GE 0.
50 Year -
4.0357
100 Year -
4.3607
Yearly Peaks
1940
0.3255
IOE-I
1941
0.4375
1942
1.1067
1943
0.2050
1944
0.1591
1945
1.1996
1
10 20 30 40 50 60 70 80 90 99
1946
0.5385
1:47
01 51:2
Cumulative Probability
1 48
0.96 8
1949
0.6622
Dwatiorts
Fbw Requency Watei Qua5ty
Hydiogjaph Wedand Fluctuation r
1950
3.0332
1951
0.2300
AnaWe dalasets
1952
2.2143
1003 Gtavel Tiemh Bed I STAGE Mitigated
1953
0.5140
1955
0.1329
0.2704
1957
0.1253
JL958
0.5328
1959
0.2822
1::!
AD Datasets]
StM. Map I�Cl�
0.5
1::2
64
F.19d',r =ency,_JMI:etffi�d�" A
0-4:7
1 3
0.1 8
9 . earsomm II e 11111 B
1964
0.4252
- U11
1965
0.4263
1 JLLLmane
1 Qr$;
n wi7r.
20:0�K--efl
10131/2014 13-.66AM
DOE 2005 Volume 1113.3.7 48-hour drawdown analysis
Requirement: 'for an infiltration trench designed for treatment flow purposes, document that the
9 1 St percentile, 24-hour runoff volume can infiltrate through the infiltration basin surface within
48 hours'
Step 1:
Calculate the 91" percentile, 24-hour runoff volume with WWHM3:
T1, WWHM3 5298RI jAnalysis]
ylew tielp
D a; 0151 Y. %Aft
Watei Quality
24 hour Volurne
facie feetl
Standard Flow Rate (cls)
Standard Flow Rate (cfs)
15 Minute Flow Rate
15 Minute Flow rate
Durations Flow Frequency Water Quality
Welland Fluctuation
Analyze datasets
1 Puget East 36 Evap
2 Puget East 36 Precip
501 POC 1 Pr
801 POC 1 Mitigated flow
1000 Grayel Trench Bed I ALL OUTLETS M ated
1OD1 Grayel Trench Bed 1 OUTLET 1 Mifigal�d
j�02jGtayo.Ttench,B.edj_pttTLET-2,MogaI
j Stag. I Prep I E-,.p PCIC 1
i� fidl Datasets jfow
Flood Frequency Method
C) Log Pearson Type III 17B
.0 Weibull
CT Cunnane
I& Gringorten
F-0/31/2014 F357 TPF
Step 2: Calculate the volume drawdown in 48-hours
Volume = trench area x infiltration rate (in/hr) x 48 hr
= 928 sf x (1.9 in/hr) x (I ft/12in) x 48 hr = 7,052 cf > 1,346 cf (0.0309 ac-ft)
<ok>
;b
MILES
SAND AND GRAVEL COMPANY
ATTN: Kristin.
CUSTOMER Sockeye Homes DATE 4/27/13
PROJECT Chang Job PROJ. NO.
LOCATION 17306 73rd Ave. W. Edmonds, Wa.
SOURCE Auburn Yard PIT NO. B-345
MATERIAL 1-3/8" Washed Drain Rock
SPECIFICATION WSDOT 9-03.1(4)C AASHTO Grading No. 4
COMMENTS Miles'Prod. No. 1130 #200 wash performed.
PREPARER: S.Ruff
SCREEN
AVERAGE
PASSING
SPECS.
2-1/2"
100.0
---
21'
100.0
99-100
1-1/2"
100.0
90-100
1-1/419
98.4
--.7
111
52.4
20-55
3/411
4.6
0-15
5/819
1.2
---
1/2"
0.4
---
3/811
0.3
0-5
#200
0.1
0-1.0
41ABORAT4911t
40OVallev H.E, Sulte102, NOW% WA W831T
'ffg--
I
10 263-383.8 -�Fix # 253.7fd 8232
'Webilte: wwmcthva.coii-
TEST REPORT
mist 1ABORATORY
CLIENT Wallace Chang
R�TE OF
Oct. 14, 2014
INSPECTi6H
Testing
REPORT.
01
TITLE Misc.
PROJECT Lab Testing Only
PROJECT
540-0-
Client
NUMBER
CONTRACTOR. 0
-.7
t womt
t GROIN No.
NUOROER
OdlitMATI N.
Miki;FRIAL-Mi IN o
TE3T(S)
MATERIAL
SOURCE,
0, 1 SAMPLE
C-29, C127, % Voids
— ----- ------
GuA4E,913TAIN*E0. 10-14-2014
- 7- -7- . -7
OBTAINED BY Client
Client
SU13MITTED BY
14-991
LAB-NUMER ---
1 31." Rock
-------------
Miles S&G — Auburn
-----------------
----
LOCATION
I.D. NUM13ER NIA
Sarne.
OF SUPPLY
M19CELL
-AgEOU&TEST(S)
solulimess soblum,
CLAY LUMPS A FIUADL� IS
'PARTICtES ARca: V�. — r
-FIME�;GREGATO ANULARITY IS WOOD
;6,jkc� .— wism
-------------- ---- - z� - — ------
SAXD&GUI4AL6T(Rif.- % RED. IS ORGANIC$'
METHOD) CON16IT By
: ION171011
--mmo.
%REO----
%!Kqt!�-
COA fk�� + 11
, 4
IN Lws
--- — -------— -------------
PARTICtES' -- % RED. .: OUSTRATIO
-------------- F;?TE;Wi7
C�k$fLFLC�A!IOV SN)DULdS
%mea.
DEGRADATION
RED.
RIO.
-------
------------ �-4
LAASRAStON
RIO.
RESULT(S),
PERM%-r PTQUIRED
RIO.
W27- REiWLTIS
!TlkCl�'T�EQUHI�D
% REG.
mcfLm
(SlINGLE
FACI�)
--.—:--(DOUBMFACF)
% REQ*
--------
% REG.
7
E, 0-.- C,
ORO
I ATTi!R8ER43'L'1MITS
-----------
96.5 Ihslit'
PLASTIC Wf PER CU.fT LOOSE
LIUIT (PL) 6NITIA!qI0HTj
'k REG. IIHOIiELINO.
41.3%
IPERCU.fTROODEO
VOIDS
Limit ILL) -% REG; - . , - __
------------- .......
Ova
TOTAL
PLASTICITY
dOARSE AGGREGATk,
I FINE AGGREGATE J
2.664
WIC GRAVITY--+—.2310
Ssd
APP.SPXCII C_ RAVITY-+=E-
--------------
YC;PA%
jSG ).
CkIMIORY
'I — 2.030
�AO 1.03
OVEN DRY---��
% AGSORPTii
VADDITioNAL-TESTS
t ADDITIONAL TEST(S)'4
I RESU LT(S)ATATLIS
I Tata I amplo --j---RESULT(S) A REEQUIRED %
TYPE OF TEST-�F
RESULT(S) REQUIRED -L
Dolated6ims MatorlaWf I
�-1
----------
Matiiliil�passlnEf VICOLNO. 10 iifi�v—ef=
----------
ml Content
-----------------
'Slit-and clay'
------------
IN
4AEVIEWE6 6
ED BY I'
ILAB�
RENWI�(Sjl
EaUIPMENT SET ffs
kAOTECHNICIAN B.- gowdeulG,
OAT
RIP081 SHMt NOT III REFRODUCID LICIFT III FULWITHOUT THE %lifirnill APPROVAI OF CONST. TIST1110 IAD. INC. liev.07-15-04L RIFORT PERTAIMS MY
TOTH[ MATIRIAL TIST10 Bev. 01-23-2006
Pilchuck Contractors, Inc
Job # 107024594
Aag' 94, 26105
Sheet 1/1 Rob InglIS4
is
APPROVED AS NOTED
NGINEERING
r)ate:— V
EASEMENT RD
0)A[JYPQ
0
hA:2
"2
Cn
NOT
TO
SCALE
Notes:
1. All signs and spacing to conform
to the MUTCD and City of Edmonds
Traffic Control specs.
3. Channelizing devices are 28"
traffic cones.
4. All signs are 48" x 48" B/O unless
otherwise specified.
5. Alert affected residents and
businesses.
6. Work to take place between 9 a.m.
And 4 p.m.
7. Work area will be 17' S of C/L of
173 St SW & 17'E of 73rd Ave W
bg 0
W.;z
0
I
4-
1 MR, NOTICE—FIE0.
OEM- WSPECTION
173rd ST SW
77 WORK AREA 3'x 5'
IN SHOULDER
kN%Z
SHOULDER'
WORK
e ROAD
0
WWORK
0
AHEAD
HEIGHT CALCS
HOUSE:
A = +100.5
B = +112.5
C +98.5
D +112.5
AVE GRADE = +106
MAX HEIGHT = AVE GRADE + 25'
= 106 + 25
= 131
PROPOSED HT = 130
GARAGE:
A +106
B +111
C +98.5
D +104.5
AVE GRADE = +105
MAX HEIGHT = AVE GRADE + 15'
= 105 + 15
= 120.0
PROPOSED HT = 119.9
LOTSLOPE
NORTH PROP LINE: 35%
MIDWAY: 2 47o
SOUTH PROP LINE: 20%
IMPERVIOUS SURFACE CALCS
HOUSE:
1,360 sf
GARAGE:
574 sf
DECK:
384 sf
COVERED DECK:
96 sf
COVERED PORCH:
64 sf
DRIVEWAY:
960 sf
CONCRETE STEPS:
320 sf
ASPHAI T nPiVr--
960 sf
10TAL:
4,718 sf
LOT COVERAGE
HOUSE:
1,360 sf
GARAGE:
574 sf
COVERED DECK:
96 sf
CO fERFD Pni?(-P.
L A ,
TOTAL COVERAGE:
2,094 sf
LOT AREA: 20,069 sf
2'
COVERAG/AREA 10.4% of
7,
City of Edmonds
Permit N
RIGHTOF-WAY CONSTRUCTION PERMIT
Issue Da�"6:
A.
Address or Vicinity of Construction: 1 -110`4 AV e__ t -J
B.
Type of Work (be specific): -TO
\A, I nCL-, VY�A�0\ <2
1-7 '5
173
::> T 5 LO I
-7 U , Le) -
1co C) -34,5qq va ole H o 2,
C.
Contractor: 1.) C. A
Contact: U-0- SS t 1-)
k, 01
Mailing Address:
Ao Phone: CQDCO-
State License #: _P I L, C cz
I cl) I M A 4iability Insurance: Bond:$
City Business License #:
D.
Building Permit'# *(if applicable):
Side Sewer Permit # (if applicable):
E.
F� Commercial F
Subdivision El Cit'Pr''ect' EUC (PUD, VERIZON,,PSE, COMCAST, OVWSD)
y 01
F� Multi -Family
Single Family Other
INSPECTOR:
S. Co /V N ce-
F.
PAVEMENT CUT: D9 YES
El No G. SIZE OF CUT
x
CONCRETE CUT:. YES
F� NO.
G.
F-1 Mail Approved Peirmit
F-1 Call for Pickup
INDEMNITY. Applicant understands by his/her signature to this application helshe holds the City of Edmonds harmless from
injuries, damages -or claims of any kind or description whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FIMA4
INSPECTION AND A CCEPTANCE OF THE WORK. ESTIMA TED RESTORA TION'FEES WILL BE HELD UNTIL THE FINAL STREET PA TCH IS
COMPLETED B Y CITY FORCES, A T WHICH TIME A DEBIT OR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THE APPLICANT.
+ Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
+ Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
+ Three sets of construction' drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE, A T ALL TIMES FOR INSPECTIONS
Signature: Date:— �C�,�; zo
(Contiactor or Agent)
STANDARD IP & LP GAS
REPLACEMENT CONSTRUCTION NOTES:
STANDARD GAS CONSTRUCTION NOTES:
1 FIELD LOCATE ALL UNDERGROUND UTILITIES. EXCAVATOR TO CALL "ONE -CALL" TWO
WORKING DAYS PRIOR TO CONSTRUCTION, IN WESTERN WASHINGTON CALL:�
1-800-424-5555. IN KITTITAS COUNTY CALL: 1-800-553-4344.
2. NOTIFY APPROPRIATE PERMITTING AGENCY PRIOR TO JOB START(SEE PERMIT
REQUIREMENTS).
3. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS AND GAS
FIELD PROCEDURES.
4. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200
TECHNIQUES FOR TEMPORARY EROSION AND SEDIMENT CONTROL AND ANY' ADDITIONAL
LOCAL JURISDICTION REQUIREMENTS.
5. NOTIFY PROPERTY OWNERS ADJACENT TO PROPOSED CONSTRUCTION ACTIVITIES A
MINIMUM OF TWO WORKING DAYS PRIOR TO BEGINNING CONSTRUCTION. DISTRIBUTE
FLYERSALONG -WITH LIST OF FREQUENTLY ASKED QUESTIONS AND INFORMATION
REGARDING THE PURCHASE OF AN EXCESS FLOW VALVE, IF APPLICABLE.
6. A NY CHANGE IN ROUTE, PIPE SIZE/TYPE, TIE-IN METHOD OR ADDITIONAL MAIN
FOOTAGE MUST BE APPROVED BY THE APPROPRIATE PSE ENGINEER OR PSE
REPRESENTATIVE.
7. COMPLETE "PIPE CONDITION REPORT" ON ALL METALLIC PSE FACILITIES. CHECK BOX
ON REPORT FOR WIRE BOX (TEST LEAD) INSTALLATION.
8. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE
CONTRACTOR PER PSE GAS OPERATING STANDARD 2525.2500.
t4b
RE TIRE EX. 314 " 5 TIV 5 VC
PER WO# 108527854
INSTALL 518" MPEIP SVCA MOVEMETER
15' FROM UNDER DECK -NEED FUEL LINE
ROUTED PER WO# 109024073.
7305::]S3
9. INSTALL MAIN VALVES OUT OF TRAFFIC WHERE POSSIBLE. VALVE MARKERS SHALL BE
INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD
2525.2600 FOR ALL HP VALVES IF THE LOCATION IS NOT READILY ACCESSIBLE, AND
FOR ALL VALVES WHERE PERSISTANT SNOWFALL MAY OBSCURE THE VALVE BOX
10. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEMS, NO TWO MAINS
SHALL BE CONNECTED EXCEPT AS SHOWN ON THIS DESIGN UNLESS APPROVED BY
APPROPRIATE PSE ENGINEER OR PSE REPRESENTATIVE.
11. SYSTEM MAOP DENOTED BY:1 SYSTEM MAOP = 45 PSIG.
12. GAUGE AND MONITOR USE OF ALL STOPPERS TO ENSURE ADEQUATE FEED.
13. RESTORE ALL DRIVEWAYS SUBJECT TO OPEN CUT TO ORIGINAL OR BETTER CONDITION.
14. PURGE POINTS AND PRESSURE TAPS,TO BE INSTALLED PER PSE GAS OPERATING
STANDARDS 2525.3400, AND 2525.1200.
15. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS OPERATING
STANDARDS 2525.3300 AND 2525.3400.
16, . IF METALLIC PIPE IS INVOLVED, COORDINATE INSTALLATION WITH CP TECHNICIAN
RICK KESSLER AT 206-571-7908.
17. NOTE ALL ACTUAL FOOTAGE, LOCATiON AND MATERIAL CHANCES ON THE AS -BUILT IN
RED. ( ') DENOTES FOOTAGE BETWEEN FITTINGS.
N'b
tl:b ____1
PL
END OF MAIN (2- MPE CA RE TIRE EX. 314,, s rw s vc
405'W CIL, 5N-5 PIL PER WO# 108527854
20'E5M'T
-4 ..
PROP, 2"MPEIP MAIN
vl/� 2" X 900 MPE ELL
(05 TOM ER PRO UDE TRENCH) 17'5 CA-W CIL
PL 5N-5 PIL
EX. 518" 71's
1999
P2 RETIRE EX. 112" 5 TIV 5 VC
PER WO# 108527654
1
IINS TALL 518 " MPE IP COMPL E TE 5 VC
PER WO# 109024073.
Final Grade
Final Backfill
GAS PIPE. DIRECT BURY
CUSTOMER PROVIDED TRENCH
NTS
PLOTPLAN
SCALE: 1"=50'
1. IF THE TRENCH BOTTOM CONTAINS ANY SHARP OR UNUSUALLY
ROUGH SURFACES, A MINIMUM OF 3" OF INITIAL BACKFILL MATERIAL
IS REQUIRED TO BED THE PIPE, UNLESS THE CARRIER PIPE IS
ENCASED OR WRAPPED WITH AN APPROVED ROCK SHIELD MATERIAL.
2. INITIAL BACKFILL SHALL BE SAND, NATIVE SOIL, OR SOIL -BASED SELECT
MATERIAL THAT DOES NOT CONTAIN ANY SHARP ROCKS OR ROCKS
LARGER THAN 1/2" DIAMETER. SEE PSE SPECIFICATION 1275.1380,
"SAND BACKFILL FOR GAS PIPE, ELECTRICAL CONDUIT, AND CABLE.
3. A MINIMUM OF 6" OF INITIAL BACKFILL SHALL BE PLACED OVER THE GAS
PIPE. IF THE NATIVE SOIL CONTAINS ROC�S LARGER THAN 6" DIAMETER,
THEN A TOTAL OF 12" OF INITIAL BACKFI . LL SHALL BE PLACED OVER
THE GAS PIPE.
4. IF THE CARRIER PIPE IS ENCASED, INITIAL BACKFILL IS NOT REQUIRED.
THE BACKFILL MATERIAL SHALL MEET FINAL BACKFILL MATERIAL
REQUIREMENTS. WHERE THE CARIER PIPE ENTERS AND EXITS THE CASING,
THE INITAL BACKFILL AND BEDDING REQUIREMENTS APPLY.
5, FINAL BACKFILL MAY BE SOIL -BASED SELECT MATERIAL OR NATIVE SOIL,
BUT SHALL BE FREE OF CONSTRUCTION DEBRIS AND SHALL NOT CONTAIN
ROCKS LARGER THAN 10" DIAMETER TO PREVENT IMPEDANCE OF
GAS SYSTEM MAINTENANCE.
f
11,
2" X 900 MPE ELL
_'NC1L_'WC1L
2 " SHOP T 5 TOPPER
TESTLEAD J BOX
'27MPETRAN51TIONFITTIN6
FIELD L OC_ 'E CIL, 17'5 CIL
/173PO 5TSW ki k
_J 40'PIW LIJI 1 11
IRK
EX. 2" 5 TWIP 17'5
L S
O'S caxe v) 1963 J5039 4'D
LU
yb-
LU "K
>
LU CP APPROVAL
GAS MAIN INSTALLATIONIRETIREMENT
Type/Work
Pipe Size
Type
Estimated
Length
Actual
Length
Manufacturer
INSTALL
2'*
MPE
55,
INSTALL
21'
OPEN 7RENCH
265'
GAS MAIN PRESSURE & TESTING
TYPE TEST
PRESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
TIME OFF
TYPE TEST
PRESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
TIME OFF
IDesign Press 60 1
SYS MAOP 45 Psra
PROJECT PHASE
NOTIF#
ORDER#
1
SAP Superior
Service/Meter
Service/Meter
Service/Meter
service/Meter
Service/Meter
Service/Meter
Service/Meter
Service/Meter
Retirement
Retirement
X204423823
107024594
X204426483
106158704
10574122
109024073
10574123
10574124
108527854
10574125
DATE REQUIREIDI:.�:.
. .......... .......................... .... ... ........................... . ....... .. .
F117ER (CHECK 13OX IF COMPLETE)
Work area left in Clean & Safe condition
Complete all Pipe Table and Gas Pressure Stomp.
Field changes Red -Lined on as -built.
Material verified and Changes noted on paperwork.
All Valve & Tie-in Locations noted on as -built.
Note beginning of Main, EO1M & Line of Main locations
Show Rope Locations & Cul-de-sac Radius.
Foreman's Signature
Company PILCHUCK DATE
I I I
REV I BY I DESCRIPTION
F-1
Contractor: CONSTRUCTION COST CODES:
051-103-1
Project Manager Contact Information:
KIM CPA Y
425-290-26 78 Cell Phone
kim.groy@pse.com
REV# DATE BY DESCRIPTION
2
1
1. NOTIFY GAS CUSTOMERS, OR DISTRIBUTE FLYER #1443 A MINIMUM OF TWO WORKING
DAYS PRIOR TO A PLANNED OUTAGE.
2. INSTALL ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE. INSTALL ANODE
AND TEST LEAD WIRES PER PSE GAS OPERATING STANDARD 2525.2300.
3. MAINTAIN CATHODIC PROTECTION FOR STEEL MAINS BY THE USE OF CONTINUITY BONDS
OR OTHER MEANS DETERMINED BY THE PSE CORROSION ENGINEER PER PSE GAS
OPERATING STANDARD 2600.1300.
4. INSTALL ANODES AND TEST LEAD WIRES AS REQUIRED PER PSE GAS FIELD
PROCEDURES P0201 AND P0303 AND PSE GAS OPERATING STANDARD 2600.1200.
TEST LEAD WIRES ARE REQUIRED ON ALL TRANSITION FITTINGS.
5. INSTALL CURB VALVE AT PROPERTY LINE OR 5/8" PE WHIP AT MAIN (AS REQUIRED)
ON NEW AND EXISTING SERVICES PER PSE GAS OPERATING STANDARD 2550.1600.
6. REFER TO PSE GAS OPERATING STANDARD 2525.1700 FOR MAIN AND SERVICE COVER
REQUIREMENTS.
7. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS OPERATING
STANDARDS 2525.3300, 2525.3400 AND 2525.1200, AND PSE GAS FIELD PROCEDURE
P081 6.
8. PROJECT MANAGER TO MAKE EGOR RUN IMMEDIATELY PRIOR TO STARTING
CONSTRUCTION.
9. INSTALL REPLACEMENT MAINS PER PSE GAS OPERATING STANDARDS 2525.2100 FOR
INSERTIONS AND 2525.3600 FOR ABANDONMENT OR DEACTIVATION.
10. PLUG ENDS OF DEACTIVATED OR INSERTED MAINS AND SERVICES IN ACCORDANCE WITH
PSE GAS OPERATING STANDARDS 2525.2100 AND 2525.3600.
11. REMOVE OR RENDER INOPERABLE DEACTIVATED VALVES ON CASING WHERE MPE PIPE IS
INSERTED.
12. INSIDE METER SETS SHALL BE MOVED OUTSIDE WHENEVER POSSIBLE OR SET
REGULATORS AND VENTS OUTSIDE PER PSE GAS OPERATING STANDARDS 2575.2300
AND 255D.1700.
13. REPLACE EXISTING ACTIVE SERVICES PER PSE GAS OPERATING STANDARDS 2525.2100
AND 2575.2300.
14. REPLACE ALL "NO RECORD" SERVICES AND 1"1/8 PE SERVICES INSTALLED PRIOR TO
1985.
Vicinity Map
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Owner/ L)eveloper Contact Info
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JEFF SEA ME
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22714#9 82NO A VE W
!-:1
EDMONDS, WA 98026
M
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ATTN: 5TUJOHA15ON 425-557-0633 office
CALL (800) 424-5555
m
2 BUSINESS DAYS BEFORE YOU DIG
THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES
REAL ESTATE/EASEMENT
PERMIT
REQUIrRED
EDMONDS
04
FUNCTION
CONTACT
PHONE
DATE
PROJECT MGR
KIM &PAY
206-418-4233
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ENGR-GAS
DRAWN BY
MLOCK
I 206-418-4217
08-20-05
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CHECKEDBY
KIM 6PA Y
206-418-4233
COUNTY EMER SECT GAS WK CTR APPROVED BY JIM SNYDEU el�O
6-418-4220
SNOHOMISH 4 MCNSE67 CP TECH. RIcKKE555k 206-571-7908
1/4 SEC OP MAP PLAT MAP V)
SIN 08-27-04 156.068 159.070 UI
MAPPING
JOINT FACILITIES ARRANGEMENTS
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SAP Superior Order:
JEFF & LINDA REA I I TE 107024594 .02
Drawing Number: .2
2" MPE IP MAIN EXTENSION NIA E I
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17304 73RD A VE W V)
SCALE: PAGE: IL
EDMONDS, WA 98026
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Q ITY OF EDMONDS
UCTION PERMIT APPLICATION
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TIESCP Approved
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RW Per it Required
Street Use Pemit Raq'd
EXISTING - PROPOSED
inspection Required
Sidewalk Required 10
REQUIRED DEDICATION- FT
Underground
Wiringrequired 13
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
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REMARKS
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OWNER/CONTRACTOR RESPONSIBLE FOR EROSIO N CONTROL/DRAINAGE
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SPECIAL INVVTION AREA, OCCUPANT
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REMARKS
PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION REQ'D
VALUATION
Description FEE Description FEE
Plan Check State Surcharge
HEAT SOU2E GLAZING % LOTJS Pjl:�
4ij Building Permit City Surchar e
4 9
PLAN CHECK NO- VE FJ41� Plumbing
THII.S PERMIT AUTHORIZES ONLY THIEWORK NOTED. THIS PERMIT COVERSWORKTO
---BE DONE 6N PRril PRbPERTY;ONlLf`ANY i CONSTOOCTI& ON.THE PUBUC.
DOMAIN (CURBS,'SIDEWALKS,*DAIVEWAYS1 MARQU&S, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
PERMIT APPUCATION: isoDAYS
PERMIT UMIT 1 YEAR - PROVIDED WORK IS STARTED WITHIN 160 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
APPLICAWL ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS
N INTEREST. 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 OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED to MODIF'4 WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
NOR LIMIT IN ANY WAY THE C17YS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE 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 STATE LAWS REGULATING CONSTRUC-
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
SIGNA*WRE. (OWN . R OR,t<GENTI) DATE PIGNED
Engr. Review
Engr. Inspection
Fire Review
Fire Inspection
Landscapeinsp.
Recording Fee
CALL
FOR INSPECTION
IA95)I-FIS.
771-0220
PlanChk.Deposft
Receipt #
Total Amt. Due
Receipt #
APPLICATION APP ROVAL
This application is not a,permit until signed by the
Building Official or his/her Deputy: and Fees are paid, and
receipt is acknowledged In space provided.
FIFICIALS SIGNATURE ATE
A17ENTION M 1333 1 t I/
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
04/02 PRESS HARD -YOU ARE MAKING 5 COPIES
ORIGINAL -FILE YELLOW �_INSPECTC
PINK -OWNER GOLDIASSESSOR
GREEN - ACCOUNTING
bATE RECEIVED
FP.ERMIT
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EXPIRES
CITY OF EDMONDS
USE PERMIT
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12 :5" NUMBE!561!�/,,N�5
CONSTRUCTION PERMIT APPLICATION
JOB SUITE/APT#
ADDRESS /7
OWNER NAMEINAME OF BUSINESS
jIIAIVA- il5 FA Tf I C
PLAT NAME/SUBDIVISIOP 4 NO.
LOT NO,
LID NO.
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7 �4
LID FEE $
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
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Stre Us. P
Inspection Required
4
CITY zip.
TELEPHONE
7 7,5,
REQUIRED DEDICATION FT
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Underground
Wiring required
NAME
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METER S!;E LINESIZE
NO. OF FIXTURES
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3
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REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROODRAINAGE
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EXP
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REMARKS
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PROGRESS INSPECTIONS PER UBC 108/FINAL INSPECTION'REO
-
f) r quet,
VALUATION
Description
FEE
Description
FEE
Plan Check
State'Surcharge
HEAT SOURCE
+7 _14
3, A71NG %
LP 4, . RF-%dr
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SEE�_'
Building Permit
79/J
City Surcharge
PLAN CHECK NO'
O�� / — /_
V E S T E D D _�)
Plumbing
At —
Base Fee
�2
Mechanical
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2
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
13E DONE, ON'PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
Grading
'Ile
I
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
C12
a
SEPARATE PERMISSION.
;
Engr. Review
cc
LU
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
Engr. Inspecti on
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICANT, ON BEHALF OF HIS OR HER SPOUSE, HEIRS ASSIGNS AND SUCCESORS
Fire Review
Plan Chk. Depos
IN INTEREST. AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
2
EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY AND
Fire Inspection
Receipt #
ALL CLAIMS FOR DAMAGES,OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT ISSUANCE OF THIS PERMIT SHALL NOT BE
DEEMED TO MODIF� WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE
Landscapelnsp.
Total Amt. Due
)ue
�2-
X0
NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
Recording Fee
Receipt #
141'�5_)`
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
G IVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF
APPLICATION
APPROVAL
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 LABOR CODE OF THE STATE OF WASHINGTON RELATING TO
FOR INSPECTION
receipt Is acknowledged in space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
IA95)
%42
OFFICIALS SIGNATURE DATE
dw
SIGN6WF.i I E (OWI��R OR.(GEN-6
DATESIGNED
64
771-0220
SED IDATE
ATTENTION
E)Cr 1333
IT IS UN LAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
IbRIGINAL - FILE - YELLOW -IN;PZTOR/
_j
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109
PINK -OWNER - GOLD -ASSESSOR
09/03 PRESS HARD -VOU ARE
MAKING 4 COPIES