17129 72ND AVE W.PDF111111111111
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17129 72ND AVE W
A'
TAX ACCOUNTIPARCEL NUMBER: (-)OZD On �7 c') �Z,
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS: C 37 DETERMINATION: WConditional Waiver E] Study Required 0 Waiver
DISCRETIONARY PERMIT #'S-
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DA
EASEMENT(S) "CORDED FOR:
PERMITS (OTHER):
I
PLANNING DATA CHECKLIST DA
SCALED PLOT PLAN DATED:
SEWER LID FEE LID #:
SHORTPLATFILE: LOT: 0- BLOCK:
SIDE SEWER AS BUILT DATED: 0
za/z �? 7-� :)
SIDE SEWER PERMIT(S).#:
GEOTECH REPORT DA
STREET USE / ENCROACHMENT PERMIT
FOR:
WATER METER TAP CARD DA
OTHER:
LATENIRDS'PsTomis\Street File Checklist-doc
KREET FILE
City of Edmonds
Critical Areas Determination
Applicant: Chambers, Mchael Determination #: CA-93-37
Project Name: Permit Number:
Site Location: 17129 12nd Ave. W Property Tax Acct #: 5598-000-007-00
Project Description:
A 2 lot Subdivision.
Waiver Criteria (all criteria must be found to apply):
xx There will be no alteration of the Critical Area or its required buffers;
xx The development proposal will not impact the Critical Area in a manner contrary to
the goals, purposes, objectives and requirements of theCritical Areas ordinance;
xx The development proposal meets the minimum standards of the Critical Areas
ordinance;
xx The above findings are based on the following conditions of approval:
1'. The applicant must comply with any requirements the Building Official
might call for because of construction on steep'slop6s (ECDC title 19.05,
19.00-LTBC chapter 70).
2., The applicant must follow the requirements of the Engineering Division for
erosion control (ECDC title 18).
3. The applicant must follow the direction of the Planning Department in the
subdivision of this property.
Based on the above findings and conditi�ns, the requirement for a Critical Areas Study
associated with this development permit is hereby Waived, as authorized by Chapter
20.15B. 150 . (B) of the Edmonds C*ommun* Develo t Code.
St0hen F. Bullock
Si
Name Si ature liate
RECEIVED
FE B 1 0 1993
Critical Areas Checklist'
PERMIT COUNTER
Sitc Information
Project Name. - Permit Number
�/ U�)
SiteLocation: 171�211 Property Tax Account Number
Approximate Site Size (acres or square feet)-.
I -lave you filled out a Critical Areas Checklist for a project on this site b6ore?
General Site Conditions
1. Has the site been cleared or logged? AIL"--) Date of most recent action:
Soils / Topography etl(y s-.-zdy
- Z"
2. In the Snohomish Co�nty Soil Survey, what is the mapped soil type(s)?/4 4:0
3. Describe the general site topography. Check all that apply.
Flat less than 5 feet elevation change over entire site -
Rolling: slopes on site generally less than 15% (a vertical rise of 10 feet over a
horizontal distance of 66 feet.)
Ililly: slopes present on site of more than 15% and less than 30% a vertical rise
of 10 feet of horizontal distance.)
Steep: grades of greater than 30% present on site.
Comments
Hydrology/Vegetatiort,
4. Site contains areas of year-round standing water:
5. Site contains areas of seasonal standing water. -Approx- Depth:
6- Site is in the floodway floodplain of a water course_
7. Site contains a creek or an area where water flows across the grounds surface? Ye5o flows.
are year-round? 1, -Flows are seasonal?
8. Site is primarily: forested meadow shrubs ;mixed
9. Obvious wetland is present on site:
10- Wetland inventory or map indicates wetland present on site:
11. Critical Areas inventory or map indicates any Critical Area on site:
-Use-Only
for -.City..
DY-R E0QIkED*..JaJi6caI,:a r e: a*s, s twud ire
-C--ONDI-TIONALK-...WAIVER-...C-riticaI ariEiisstudynot required if.��i�efried--�cbnditici�s"-.iadsfii�d:-'*.
hot require
WAIVER-, Ceiti6l Areas d
�2 7
Determination -Number �lw- Revieweb L
-..Planner Oat.
Rey 3/27192
0190 -1 qq-
City of Edmon&
Critical Areas Chec* Mist
MIC-Critical Areas Checklist contained on
this form is to be filled out by any p=on
Preparing a Development permit
Application for the City of Edmonds prior
to his1her submittal of a development permit
to the City. I
T-he Purpose of the Checklist is to enable
City staff to determine �vhether any potential
Critical Areas are or -may- be present on the
3abioct PrOPcrtY- The information needed to
comPlCW the Chcddist should be easily
available fi'0M Observations of the site or
data available at City Hall (Critical Areas
inventories, maps, or soil surveys).
An applicantor his/her representative, must
fill out the chocldis4 sign and date it. and
submit it to the city. The city will review�
the choddist. a Precursory site visit,
and make a determination of the subsequent
steps necessary to complete a development
permit application -
With a signed copy of this for., the
applicant should also submit a vicinitymap
of the Parcel with enough deWl that City
staff can find and identify the subject
Parcel(s). In addition, the applicant is
encouraged to include any other pertinent
information or studies in conjunction with
this Checklist to assist staff in completing
their preliminary assessment of the site.
I have completed the attached Critical Area Checklist and attest that the answers provid . ed -are
factual, to the best of my knowledge (fill out the appropriate column below) -
Owner / Applic2nt:
N
Title
I ?/ 7--/-
StrerA Address
P
Phone
ture Date �;
Applicant Representative:
Name
Title
Street Address
City, State, ZIP
Signature
Phone
Date
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OEOTECH
CONSULTANTS, INC.
Dave Gross
17706 17th Avenue Northwest
Shoreline, Washington 98177
STREET FILE
RECEIVED
NOV 13 2007
BUILDNIG
UTJ CF
Subject: Geotechnical Engineering Considerations
Proposed Residence Addition
17129 — 72nd Avenue West
Edmonds, Washington
Dear Mr. Gross:
13256 Northeast 20th Street, Suite 16
BeHevue. Washington 98005
(425) 747-561 8 FAX (425) 747-8561
October 30, 2007
JN 07378
via email to: grossI@uiuc.edu
On October 26, 2007, the undersigned Principal visited the residential property in Edmonds. The
purpose for our Visit was to observe the site conditions as well as the soil conditions in a hand -
excavated test hole in the area of the proposed addition. The recommendations and conclusions
presented in this report are professional opinions based on the observations made during our site
visit and on other geotechnical engineering information we obtained.
Based on information we obtained from the project architect and conversations we had with you,
we understand that a second -level addition is proposed over the existing lower level on the central -
eastern side of the residence. The addition will be founded on existing foundation if possible, but
possibly on new foundations if needed. No disturbance to the existing ground around the residence
is proposed If the existing, exterior foundation of the residence can be used to support the new
loads.
If the scope of the project changes from what we have described above, we should be provided
with revised plans in order to * determine if modifications to the recommendations and conclusions of
this report are warranted.
SITE CONDITIONS
The Gross residential property is located on the eastern side of 72nd Avenue West above the
Meadowdale Beach area of Edmonds. The existing residence is located at the central-westem side
of the property. The main level of the,residence is located about 6 feet below the street. The area
between the residence and street is somewhat moderately sloped. The residence has a basement
level that is about 9 feet below the main level. The ground at the eastern, downslope edge of the
basement is at the basement level, but it drops steeply away to the east just beyond the edge. This
slope is estimated approximately 60 to 80 feet tall. The slope is mostly covered with a forest
growth that included some evergreen trees; we did not observe indications of instability of the
forested portion of the slope. The upper, approximate 4 to 5 feet of the slope had brushy
vegetation; although we did not observe indications of instability here also, it appears that the upper
portion may have been altered with fill in the past.
It is apparent that a basement addition was added to the southeastern portion of the original
residence (addition done in the 1980's?). The basement has a slab floor that appeared in a very
stable, non -distressed condition. A test hole was excavated adjacent to the middle of the eastern
side of this past basement addition. The foundation there consisted of a footing buried
0 0
Dave Gross
October 30, 2007
JN 07378
Page 2
approximately 18 inches deep. The outside 'lip" of the footing was approximately 3 inches wide;
this indicates that overall footing width is approximately 12 inches wide. We did not observe any
indications of the instability or distress of the footing at the test hole location or the foundation along
the outside of the past addibon. The new upper level addition is proposed directy over this past
addition of the residence.
As noted above, a test hole was hand excavated adjacent to middle of the eastern side of the
existing residence. The soil revealed in the test hole consisted of relatively loose, gravelly sand to
a depth of 18 inches, which was the base level of exIsting footing foundation there. The gravelly
sand became dense below the base of the footing. We were only able to penetrate a few feet into
the dense soil with the hand equipment. We obtained the logs of some test pits excavated on the
adjacent property to the northeast. Dense, gravelly sand soil was revealed there at shallow depths,
similar to what was revealed at the site. However, due to the condition of the top of the slope
where the eastern footing of the residence exists, we suspect that some of the upper soil below the
eastern footing is gravelly sand that was placed as fill and compacted over undisturbed, gravelly
sand.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
We believe that the soil at the core of the site below the residence and downslope of the residence
is dense, native gravelly sand. We believe that some fill soil was placed over this competent,
native, soil on the eastern side of the residence (where the past addition was built), but it is
apparent based on our test hole and the very good condition of the eastern footing foundation of
the residence that the fill was well compacted. The soil beneath the existing footings of the eastern
portion of the residence where the new addition is proposed is competent in our opinion for the
design bearing capacity as noted in the Conventional Foundations section of this report. This
soil is also suitable to support new footings within the envelope of the existing residence if needed.
The roof drains for the existing residence discharge water onto the steep slope near the eastern
side of the residence. Although we did not observe evidence that this is destabilizing the slope,
there is always an increase in the potential for soil movement on a steep slope if water discharges
direcUy on it. Therefore, we recommend that the roof drains that discharge on the steep slope be
piped so they instead discharge near the base of the slope.
All slopes in the Puget Sound region generally have some loose, near -surface soil on* them. We
believe that this is the case for the slope below the existing residence. Please note that, as with
any steep slope in the Puget Sound region, there is some potential for the movement of this near -
surface soil during periods of significant precipitation. However, such potenbal movement would
not affect the existing eastern foundation (which would be the future eastern foundation of the
addition) because it is fbunded on dense soil and not on any near -surface loose soil.
SEISMIC CONSIDERATIONS
In accordance with Table 1613.5.2 of the 2006 International Building Code (IBC), the site soil
profile within 100 feet of"the ground surface is best represented by Soil Profile Type C (Very Dense
r.=nT1:(-W (InNA1 11 TANTA IMr.
0
0
Dave Gross
October 30, 2007
JN 07378
Page 3
Soil and Soft Rock). The site soils are not susceptible to seismic liquefaction because of their
dense nature.
CONVENTIONAL FOUNDATIONS
The addition can be supported on existing footings, or on new conventional continuous and spread
footings bearing on undisturbed, dense, native, silty sand soil. We recommend that new
continuous and individual spread footings have minimum widths of 12 and 16 inches, respectively.
As noted earlier, it appears that the continuous footings of the eastern portion of the residence has
a 12-inch-wide footing. New exterior footings should be bottomed at least 18 inches below the
lowest adjacent finish ground surl�ace for protection agal * nst frost and erosion. The local building
codes should be reviewed to determine if different footing widths or embedment depths are
required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete.
Depending upon site and equipment constraints, this may require removing the disturbed soil by
hand.
An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for the existing
footings, as well as new footings that are supported on the competent native soil. A one-third
increase in this design bearing pressure may be used when considering short-term wind or seismic
loads.
Lateral loads due to Wind or seismic forcesmay be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
r
i ULTRIATE
Parameter VALUE
Coefficient of Friction 0.50
Passive Earth Pressure 300 pef
Where: (1) pcf Is pounds per cubic foot, and (11) passive earth
pressure Is computed using the equivalent fluid density.
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
LIMITATIONS
The analyses, conclusions, and recommendations contained in this report are based on site
conditions as they existed at the time of our site visit. If the subsurface conditions encountered
during construction are significantly different from those anticipated, we should be advised at once
so that we can review these conditions and reconsider our recommendations where necessary.
Unanticipated soil conditions are commonly encountered on construction sites. Such unexpected
r.FOTFr.H MN.91 11 TANT.R. Wr.
5
Dave Gross
October 30, 2007
JN 07378
Page 4
conditions frequently require maldng additional expenditures to attain a properly constructed
project.
The recommendations presented in this report are directed toward protection of only the residence
and addition from damage due to slope movement. Landslides and soil movement can occur on
steep slopes before, during, or after construction. The owner must accept the possibility that some
of the ground on the slope below the residence could be lost to soil movement over time. This
potential exists regardless whether the residence and addition are in -place.
This report has been prepared for the exclusive use of the Dave Gross and his representatives for
specific application to this project and site. Our recommendations and conclusions are based on
the site materials observed and on previous experience with sites that have similar observed
conditions. The conclusions and recommendations are professional opinions derived in
accordance with current standards of practice within the limited scope of our services. No warranty
Is expressed or Implied.
We trust that this report meets your immediate needs for the proposed development. Please
contact us if we can be of further service.
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
D. Robert Ward, P.E.
Principal
cc: Helen Hald // Architect
via erna# to: helen@helenhaldarchitect.com
DRW: jyb
r_%CrNTrf1W fInKlIZI 11 TAMT.Q lkir.
40 PLANNING DATA
STREET FILE
SINGLE FAMILY RESIDENTIAL
Name: no 5 Date- 1 3 0"7
Site Addre cl #:
ss: —7 2_ AID 2oo
Project Description:
Reduced Site Plan Provided: (CES) NO) 1Z-0111 I - g
I
Map Page: qs--/ Corner Lot: (YES 00 Flag Lot: (YES 00
Critical Areas Determination ff: PO�Osr,
ten
El Study Required
.11
,0 6opt- v11,
Waiver -e
A
SEPA&termination:
121-Exempt
El Needed (for over 500 cubic yards of grading)
U Fee 0 Checklist G APO List with notarized form
StreetW) Sidt/,8 -2 Side. Rear:
-Z
Actilal SeLbacks'—_
Side: Rear-.
Street: ek
Detached Structures:
Rockeries:
Fences[Trellises:
Bay Windows/Projecting Modulation:
Stairs/Deck:
Datum Point-- Datum Elevation: /00
Maximum Height Allowed: Z
Actual Height.- 6-
7P
Other b
Parking Required: 21-
Parking Provided: 2 __�_
Lot Area: Z Or 2-
Maximum Lot Coverage: 35% Proposed: �X6_
Lot Coverage Calculations: r6121of-e 0^
01 c1cl
'C/11t4�L_
ADU Created: (YES f-02 /70
Subdivision: A1,0
Legal Nonconforming Land Use Determination Issued: (YES
14— COMflletltS
C- Moty_
'n - -
E,
Plan Review By:
Plaw" Data Form 04 -11 06.doc
SNOHOMISH HEALTH DISTRICT
DIVISION OF SANITATION
3011 Rockefeller Avenue, Everett, Washington
NET T FILE
APPLICATION FOR A SEWAGE DISPOSAL SYSTEM PERMIT
(Submit 3 Copies)
Permit to be issued to: ........
C? ------------------------------------------------------------------
Tt " AFC-o ..... RM ----------- /.'7 -------
For installation at: (street address) _------------------- ARE ............. WK-731— WE
Addition or Subdivision .......... . A- ---------------------------------------- ---------------_ Lot ........ 7 - ----- Block ................
Type of Building: New ... Existing ........ Single family residence --- //E-_ . Number of bedrooms ----- 13_1 .................
Other: (specify type or use) .................................... ...................................................................... .............. -------- ........ .............
Builder ........ Z-:> T_ ------ ------------- ..Address._ - ------- /U_oT-
Designer ...... ...... MW L=�y A ----- Address ...... 7 /79 .......... --- ol ----- . ............
Soil Log Hole No. 1 .... - s X4 ................
.......... ......... ...............
................................... ....... - ---_--------------- ----------------------------------
Soil Log Hole No. ------- 5
............. ------ -----_---
Elevation of Water Table, if encountered. (Distance from ground surface) .... -------------- ................. -------
Corrections to control surface water if needed .... _5 ......
Specify if any removing or grading of topsoil in field area ------ 54Ei-E7 ..... / ....... ......................................................
.................................................................................................................................................................... -------------------------------------
Percolation:
Test Hole No. 1 —Average Rate .............. /-Z���-O ------_--_----_ .......... (Fall in minutes/inch-bottom 6" test hole)
Test Hole No. 2 —Average Rate --------------- 4 ------ 0 ............ ........ ......... (Fall in minutes/inch-bottom 6" test hole)
Test Hole No. 3 —Average Rate -----_-------- 3 ... ........................ ....... (Fall in minutes/inch-bottom 6" test hole)
Average percolation rate on which to base drain field design ............. --------
Septic tank requirements based on present rules and regulations:
Septic Tank Size ......... /�. 4� ......... gallons.
Amount of Square Feet of Disposal Field -------------- ------ ---------
Signature — Designer -----------------
---- ..... . . .. 46-1, ---------
-------- .............................. Date ......
DO NOT WRITE BELOW THIS LINE (To be completed by Issuing Agency)
Permit issued (date) ..... U - --,) 'i- — 6 --s
---------- ......... Permit Numben...
Remarks: .........
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7301 - 179th S. W.
EDMONDS, WASHINGTON PR 6-5a8O
PERCOLATION TEST
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Pj—AT DEV""PT
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APPLICATION
for
SIDE SE PERMIT
'he City of Edmonds �R EASEMEN-P No. ..............
NEW CONSTRUCTION REPAIRS 0
........................ PEF ..............
CONTRACTOR ........ --------------------------------- LMIT No
........... . .......... � h .......... .........................
OWNER ........ 1 ... t ............
LEGAL DESCRIPTION: LOT No . ................................. ....... BLOCK No - ---------------- ---------------------------
..........
ADDRESS... ....... .....................................
NAMEOF ADDITION ...... ...... . -.,r ........................ ........ N�4. 4 ........... ........................
APPLICATION
for
The City of Edmonds SIDE SEWER PER -MIT
NEW CONSTRUCTION REPAIRS
0 t-5(o
OV%rNER ......
........................
ell
ADDRESS ....... ......... ... ..............
ttb�el
�p
EASEMENT No . ................ .................
...... CONTRACTOR
........................... .................................... .................................. ..... PERMIT No! ------------- -
L:—a ....... ....... ..... LEGAL DESCRIPTION: LOT No . ..... ....... .................
.—I ........ BLOCK No . ................................. ..........
Ap�po—.��
DATE ... .................................... By ......
... .......
CITY OF EDMONDS
Can PRospect 6-1107 when work
CIVIC CENTER — WATER -SEWER DEPARTMENT
Is ready for Inspection. (No inspec.
SIDESEWER PERMIT tions Saturday, Sunday or holidays.) N? 3840
17129 - 72ND AVENUE WEST
ADDRESS.............................................. ----------------------------------- -
OWNER ........... MICHAEL CHAMERS CONTRACTOR OWNER
------------------------ ------------------ ------------------------------------- ................................................................................
Permission is granted --- NEW ... OCTOBER..7, ]Lg.7Q_., for.
------------------- ... ----------------------- days to REPAIR or CONNECT a side sewer
-with City Sewers in accordance with application on file and governing ordinances.
ATTENTION IS CALLED TO THE FOLLOWING:
NOTE No. 1—Tbe'ovrners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must
be employed to construct side sewer in str,eet area. Do not cover any portion of sewer before it has been inspected.
No. 2—Obtain full Information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit.
No. 3—Top of side sewer must have at least 30 inches coverage at property line and 12 Inches Inside property line; minimum grade of 2%.
No bends in grade sharper than % will be permitted.
NOTE No. 4—Trenches in street must be water settled and surface of street restored to original condition. Contractors shall be responsible for
failure due to improper work which may develop within one year of completion.
NOTE No. S—It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or its appur-
Ctenances except to insert the pipe into the wye.
330.0'()-� -7
HIELEN, HALD //,ARCHITECT
TOP OF.BANK
42.25'
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-EXISTIN� GRADE /CONTOURS/ (PER SEAfLEVATION�
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SITE PLAN
ill = lot—oll
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____ __-Z
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101,
-Nothing in tbiis perro'approval process shall be
!:terpr=
e as allowing or pprmitting the
ainte e of Fitly currently existing illegaL
nonconforming or unpermitted building, structure
or site condition which is outside the scope of the
9 ernut application, mgard.les,,-, of whether ouch
uilding, structure or condition is shown on the
m "eTlan or dray.,iiig, Such building, structure or
eon ition may be the subject of a separate
enforcement action."
Zone R S - 2 0 Corner Flag
5ettagh
BAUired
_&c_tual
Front
'2- S_
w 14
Sides
Rear 6V)
6
Other
Height
15.6
SNOHOMISH COUNTY TAX ASSESSOR'S PARCEL # 00559800000702
LEGAL DESCRIPTION
Lot 2 of City of Edmonds short plat No S-93-114, recorded under recording number 9309150189,
being a portion of lot 7, Robindale, according to the plat thereof, recorded in volume 22 of plats,
pages 82 and 83, records of Snohomish County, Washington.
ZONE: RS-20
HEIGHT TABULATION
REFERENCE FIXED OFFSITE MONUMENT = SEWER MANHOLE @ 72" STREET NEAR
DRIVEWAY. DATUM ELEVATION = 100'@ TOP OF MANHOLE.
A
80.7'
B
78.2'
C
88.6'
D
88.5'
TOTAL
336.0'
AVERAGE GRADE
84.0'
I ACTUAL PROPOSED RIDGE HEIGHT
I MAXIMUM RIDGE HEIGHT ALLOWED
LOT COVERAGE CALCULATIONS
TOTAL LOT AREA = 20,882 S.F.
EXISTING LOT COVERAGE = 2,838 S.F.
PROPOSED ADDITIONAL LOT COVERAGE: 0 S.F.
TOTAL LOT COVERAGE: 2,838 S.F.
LOT COVERAGE ALLOWED = 35% (7,309 S.F.)
LOT SLOPE = 42% (from Road to North/East tip of property).
ED AS NOTED
r%iK iri—ni A it%
'5 �'�? -
IMPERVIOUS SURFACE CALCULATIONS
IMPERVIOUS SURFACE AREAS THAT OCCUR below ROOF OUTLINE ARE NOT
INCLUDED IN THE FOLLOWING s.f. CALCULATIONS.
EXISTING BUILDING ROOF OUTLINE (constructed 1963)
2,265 s' f.
EXISTING DRIVEWAY PAVEMENT (constructed 1963)
842 s.f.
EXISTING WALKWAY PAVEMENT (constructed 1963)
64 s.f.
Subtotal — Pre-7/1977 Impervious
3,171 s.f.
EXISTING DRIVEWAY PAVEMENT (constructed post 711977)
921 s.f.
EXISTING WALKWAY PAVEMENT (constructed post 7/1977)
168 s.f.
EXISTING DECK (constructed 1988)
833 s.f.
EXISTING (1988 constructed) DECK TO BE REPLACED WITH
PROPOSED BUILDING ROOF OUTLINE (current proposed addition)
<329> s.f.
PROPOSED ROOF OUTLINE g ADDITION (beyond existing deck)
25 s.f.
Subtotal — Post-7/1977 Impervious
1,618 s.f.
GRADING
NO GRADING PROPOSED. EXISTING GRADE TO REMAIN FINISH GRADE.
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NOV 3 0 2007
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