BLD20130482.pdft/
�OF ED11O
Inc t8y°
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
STATUS: ISSUED 05/16/2013
Expiration Date: 05/16/2015
Parcel No: 00513105800900
THOMAS MCDONOUGH
16115 75TH PL W
EDMONDS, WA 98026-4525
CONSTRUCT NEW 288 SQ FT DECK
VALUATION: $5,760.00
PERMIT TYPE: Residential
GRADING: N CYD_SO
RETAINING WALL ROCKERY: N
FENC 0 X 0 FT.)
OTHER: N ------OTHER DESC:
NUMBER OF STORIES: 0
NUMBER OF DWELLING UNITS: 0
Permit #: BLD20130482.
F_Tg2RM' elm
THOMAS MCDONOUGH BRUCE FIARDY CONSTRUCTION & SERVICES
16115 75TH PL W 1005 NE 162ND ST
EDMONDS, WA 98026-4525 SHORELINE, WA 98155(425) 772-0646
LICENSE #: BRUCEHC894JC EXP:04/03/2014
PERMIT GROUP: 22 - Deck/Porch/Patio Cover
TYPE OF CONSTRUCTION: VB
OCCUPANT GROUP: R-3
OCCUPANT LOAD:
CODE: 09
ZONE: RS-20
VESTED DATE:
LOT #:
2ND FLOOR: 0 BASEMENT: 0
BASEMENT: 0 lST FLOOR: 0 3RD FLOOR: 0
3RD FLOOR: 0 GARAGE: 0 DECK: 0 OTHER: 0
� REQUIRED: N 25 PROPOSED: 35
REQUIRED: W 25 PROPOSED: 62 UIRED: S 10 PROPOSED: 10
HEIGHT ALLOWED:25 PROPOSED:15
SETBACK NOTES: Deck replacement/ex ansion sides 10 min/35 total
1ST FLOOR: 0 2ND FLOOR: 0
ZAGE:0 DECK:84 OTHER:O
E 25 PROPOSED: 25+
DS
U.. • .
ING THE
I AGREE TO COMPLY WITH CITY AND STATECATION OF THE LABOR CODE OF THE STA E O WOSHINGTON RELATINGOO WORKMRIZED NBY, NO
PER WILL BE EMPLOYED IN VIO
COMPENSA"iION INSURANCE AND RCW 18:27.
THIS APPLIC �TlfT APERMIT UNTIL SIGNED B/Y' THE%BULL BUILDING
OFFICIAL OR HIS/HER DEPUTY AI>ip ALL FEES ARE
l Y—v^s 'ice e a i'G �/ I1 LL1•P 7��/
rint Name Date
Released By
ATTENTION AS BEEN
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING
CIO�R�CY TUHASB UNTIL A BEEN GRANTED. INSPECTION
NSPEC IBCI I IRCI 10 MADE AND APPROVAL OR A CERTIFICATE OF
OTHEq -
ONLINE
APPLICANT ASSESSOR
I
BLD20130482
STATUS: ISSUED
dation design is conditional subject to inspection of existing site soil conditions.
Approval of this foun
Retaining Walls must be designed and constructed to resist the lateral pressure of the retained material.
Provisions must be made for the control and drainageroyal must be granted by the Building Official prior to use or occupancy: of
Final approval on a project or final occupancy approval PP
the building or structure. Check the job card for all required City inspections including final project approval and final
occupancy inspections.
Any request for alternate design, modification,
ien must
ariance or other specifically requested administrative
and be called out and identifed"variance")
Processing
adopted codes, ordinances or policies must b p
cil and shall be paid upon submittal and are non-refundable.
fees for such request shall be established by Coun
code and for which a variance has not been
PP
A roval of any plat or plan containing provisions which do not comply with city
specifically identified, requested and considered by theappropriate
top cod
al in accordance with the appropriate provision
of city code or state law does not approve any items from the
Sound/Noise originating from temporary construction sites as 0 � onit of weekdays�and 10 OOam and 6 OOpmction activity are t on Saturdays, e limits
of ECC Chapter 5.30 only during the hours of ll other
to 6.0 p
excluding Sundays and Fe Holidays. At all
a variance hasise be beginating from construction engranted pursuant t ECC 5 30e120 tivities must
comply with the noise limits of Chapter 5.30,agrees to indemnify defend and hold
Applicant, on behalf of his or her spouse, heirs, assigns, and successors in interests,
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
of this
wha
tever nature, arising directly or indirectly from the issuance for this pe itIssvua nth City's abirlity to enforce anyemed to
.modify, waive or reduce any requirements of any City ordinance nor limitit shall not be y Y
ordinance provision.
ONLY. ANY
ED. THIS WORK TO BE DONE ON PRIVATE PROPERTY
THIS PERMIT AUTHORIZES ONLY THE WO URNS, 81D WALKS, DRINEWAYST COVERSMARQUEES, ETC) WILL REQUIRE SEPARATE PERMISSIONONSTRUCTION ON THE
PUBLIC DOMAIN
PERMIT TIME LIMIT: SEE ECDC 19.00.005(A)(6)
425) 771-0220 EXT. 1333 ENGEERING (425) 771-0220 EXT. 1326 FIRE (425).775-7720
IN
BUILDING (
PRE-TREATMENT (425) 672-5755 RECYCLING (425) 275-4801
PUBLIC WORKS (425) 771-0235
When calling for an inspection please leave the following information: Permit Number, Job Site Address, Type of Inspection
bein re nested, Contact Name and Phone Number, Date Prefereed, and whether you refer mornin or afternoon.
J
B-Isolated Footings/Piers
B-Framing
B-Building Final
�L APP It auhfl� `
of E D hj r..
a DEVELOPMENT SERVICES
ESLHA BUILDING PERMIT
go,APPLICATION FORM F
F 90 121 5`h Avenue N, Edmonds, WA 98020
- �
City of Edmonds Phone 4?,5.771.0220 2 Fax 425.771.0221
E REFER TO THE RESIDENTIAL BUILDING CHECKLIST FOR SUBMITTAL REQUIREMENTS
PLEAS
#: • �* I
PROJECT ADDRESSr(�reet; mite # Parcel
City State, Zip): .r;VQU goU
Project Valuation: S
of #:
• ision/L -•�.
Subdiv Fax: * 3 .
APPLICANT; owif Q tfi v 6
_ ess: _
' ddr
E Mail A
Address (Street, City, State,
%f Phone: Rax:
PROPERTY OfNER:
/ ` E-Mail Address:
Add ress(Str City, J�te, Zip)
b l / Phone: Fax:.
LENDING AGENCY:
E-Mail Address:
Address (Street,State, Zi City, 1?): ,
Phone: Fax:
CONTRACTOR:* ✓/Ca LG .
if' cc %CLAY .5��
/1 ilG q' License #/Ex . Date: -,+- ,� ��
Address (Street, City, State, Zip): 56 13p,LJM- J
/��
'Contractor Hors( have n valid Ciq� of E rnonds business license prior to doing work in the City Bu iness License #/Exp. ,ate:
775.2515
City. Contact the City Clerk's Office at 425.
DETAIL SCOPE OF WORK:
PROPOSED NEW SQUARE FOOTAGE FOR TffiS PROJECTc
s . ft. Select Basement Type: ❑Finished 0 Unfinished
Basement: s ft Garage ort: s ft.
1st Floor: Declr/Patio:' s . ft.
s . ft. s ft
2" d Floor- Other:
i
Retaining Wall: ❑Yes ❑ No
i
i
I declare tntder penalty of perjury Incas that the inform auatithorized V provided
the p►�op
colnplete, mid that I one el fl
wrtyowiter to tbiidt n penidt npplic do t to
the property owner or dull nut nget t
the City of Edmonds.
CONu weer ❑ Agent/Other (specify):
Print Name: C -O% 3
Date: .2
Signature: (/
Updated: 9 l2010
_ _ _ n,,;,a; —TJew drive\ESLHAApp1ication.doc
Inspection Comments
PERMITTRAX BL D2 130482 22 - Deck/Porch/Patio Cover
Applied: 05/08/2013 Issued: 05/16/2013 Expires: 05/16/2015
Address: 16115 75TH PL W, EDMONDS
.INSPECTOR.
1114 - B-Isolated Footings/Piers *' 06/04/2013 LAWLER CMP
Comment: K
1142 - B-Framing 07/12/2013 LAWLER CMP .
Comment: L
1158 - B-Building Final 07/12/2013 LAWLER CMP
Comment:
12/9/2013 12:31:49 PM 11 Page 1 of 1
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(3eotechnical Engineering and Earth Sciences
fi
April15, 2013
STREET FILE
Thomas and Monica McDonough
16115 75th Place West
Edmonds, WA 98026 RECEIVED
APR 2 6 2013
SUBJECT: GEOTECHNICAL ADDENDUM DEVELOPMENT SERVICES
Proposed Deck Replacement COUNTER
16115 75th Place West
Edmonds, Washington
Project No. 12-130-02
Dear Thomas and Monica,
We have previously performed a geotechnical evaluation for a proposed new garage on
your property and we understand that you now propose to expand the scope of that
project to include replacementof your existing deck on the west side of your residence.
This addendum supplements our previous report dated 8/28/12 and our previous letter
dated 11/12/12 and includes our evaluations and recommendations for foundations for
support of the proposed new deck. Recommendations of our previous report and letter
remain applicable. Our supplemental work was performed in accordance with the
scope and conditions of our proposal dated March 29, 2013.
Your builder, Rob Michel has provided us with a proposed deck replacement plan which
we used as a reference for our site explorations and evaluations. Review of the plan
indicates that the proposed new deck will be located within the previous deck site but
will extend about 7 feet further to the south.
For the purpose of our evaluation we have assumed that maximum deck column loads
will be about 5 kips or less. If actual structural loads exceed this estimate our office
should be notified.
P.U. Box 276, Issaquah, WA 98027-0276 • Phone: (425) 397-4228 Fax (425) 391-4228
McDonough April 15, 2013
SCOPE OF WORK
Our geotechnical reconnaissance included site reconnaissance, site explorations,
review of data, engineering analyses and evaluations and the preparation of this report.
The scope of work included the following specific tasks:
o Reviewed our previous report and letter.
o Performed a site reconnaissance to observe conditions the deck site.
o Site. explorations were performed via hand auger borings. Two borings
pits were drilled at locations near the proposed deck site (see Figure 5).
Both of the borings extended to depths of 7.5 feet below the surface.
.o Performed engineering evaluations of the surface and subsurface
conditions observed.
o Evaluated the subsurface conditions for foundation support.
o Evaluated possible landslide hazard mitigation measures.
o Prepared this geotechnical report summarizing our findings and
recommendations for site development.
DECK SITE CONDITIONS
Our observations of the deck site were made on 4/8/12. The deck site is located on the
west side of your existing residence at the northwest corner. Topography at the deck
site is essentially flat at the lower house level, extending about 30 to 40 feet west of
your existing house (see Figure 3 of our 8/28/12 report).
We did not observe any evidence of current landslide activity such as ground cracks or
fresh slide scarps or scars in the deck site area or on the property in general.
Vegetation at the deck site included lawn grass and two nearby ornamental trees.
Subsoils
Shallow subsoils were explored with two hand auger borings excavated at the
approximate locations shown in Figure 5. Logs of the hand auger borings are
presented in Appendix A.
Project No. 12-130-02 Page 2
McDonough
April 15, 2013
Soils observed in the hand auger borings included about 1 foot of. topsoil and the
underlying soils were generally classified as clayey silt with occasional sandy silt lenses.
The subsoils were soft to firm at the surface but became firm to stiff at a depth of only
about 1 foot and generally became more stiff with depth. Sandy silt lenses were
encountered at the HA-1 location at about 4.5 to 5.5 feet and again at 6.5 feet.
r
Ground Water
No surface seepage was observed at the deck site but we noted seepage in the lower
pathway steps south of the residence at an elevation about 2 to 4 feet above the deck
site. Ground water was measured in both borings at depths in the range of about 4 to
4.5 feet. Soils were classified as moist to very moist becoming very moist to wet with
measured moisture contents ranging from about 28 to 44 percent of dry weight.
SITE EVALUATIONS
Deck Support Considerations
In our opinion the subsoil conditions encountered in our explorations are suitable for
spread footing foundations for support of the proposed new deck. Conventional spread
footings/grade beams founded on undisturbed firm to stiff natural soils should provide
adequate support -for the proposed deck with tolerable settlements.
Large Ancient Landslide Hazard
As indicated in our previous report, the site is located within the North Edmonds Earth
Subsidence and Landslide Hazard Area (ESLHA) a hazard area established by the city
of Edmonds due to an existing very large, deep seated ancient landslide area that
affects your property and neighboring properties. The reader should refer to our
previous report for our further evaluations of the ancient landslide stability.
Local Stability Hazards
The proposed deck site is within a flat lying area bordered on the west by a -gentle west
facing slope that is only about 6 to 8 feet in height with slope gradients in the range of
only about 8 to 14 percent based on the topographic map provided to us. The
proposed deck will be set back about 20+ feet from the adjacent gentle slope.
Considering the small height and gentle gradients of the slope, in our opinion the
existing gentle slope west of the deck site has adequate static stability (Safety Factor
exceeding 1.5) and the proposed deck site also has adequate stability. Also as
indicated in our previous report the risk of slide debris impacting the property from a
slide above the property is considered low and considering that the house is
immediately upslope of the deck, the risk for the deck site is considered extremely low.
Project No. 12-130-02 Page 3
McDonough
April 15, 2013
ESLHA Hazard Mitigation
Considering that the proposed new deck will be appurtenant to your existing residence
which pre -dates the establishment of the ESLHA and that the new deck is a
replacement for the existing deck, we understandthat an argument could be made that
no special mitigation for possible future movements of the ancient landslide need be
considered for the new deck. However, as indicated in our previous report, the ancient
landslide does exist and you must be willing to accept the risk that the proposed
replacement deck may be damaged by future movements of the landslide (just as the
existing deck and residence could be damaged).
If the new deck is to be designed to mitigate future landslide movements, in our opinion,
the only reasonable method of mitigation against the risk of future movements is by
providing a sufficiently stiff foundation system adequate to withstand differential
displacements of the subgrade and minimize distress to the deck.
For slide movement mitigation the foundation system should be designed to be capable
of withstanding differential subgrade offsets that would result in loss of support under a
portion of the new deck footprint. The differential subgrade offsets should be assumed
to undermine 1/4 of the deck in the north -south (longitudinal) direction and the new
deck supports should be assumed to potentially drop at least 1 foot relative to the
residence structure.
Shallow Foundations Without Landslide Mitigation
If the deck is not to be designed to mitigate possible future landslide movements,
conventional spread footing pads founded on undisturbed firm to stiff natural soils
should provide adequate support for the proposed deck. All footings should be founded
at least 18 inches below the lowest adjacent final grade. Square footings should be at
least 24 inches wide and continuous footings should be at least 1.8 inches wide.
Footings may be designed based on an allowable vertical bearing pressure of 1000 psf.
Where fill soils and/or unsuitable loose/medium dense natural are encountered,
footings should be deepened as required to penetrate the fill and unsuitable soils to
bear on undisturbed firm to stiff,natural soils.
Settlement of spread footing foundations is expected to be within tolerable limits. for this
structure. For example, the estimated settlement of a square footings carrying loads up
to 5 kips, are expected to be on the order of .Y to '/ inch. Maximum differential
settlement within the proposed deck is expected to be on the order of % inch.
Settlements are expected to occur primarily during construction.
For lateral design, resistance to lateral loads car`. be assumed to be provided by friction
acting at the base of foundations and by passive earth pressure. A coefficient of friction
of 0.3 may be assumed with the dead load forces in contact with onsite soils. An
Project No. 12-130-02 Page A
McDonough April 15, 2013
allowable static passive earth pressure of 150 psf per foot of depth may be used for the
sides of footings poured against undisturbed natural soils.
The bearing values indicated above are for the total dead load plus frequently applied
live loads. If normal code requirements are applied for design, the vertical bearing
values may be increased by 50% for short durations of loading which will include the
effects of wind or seismic forces. Allowable lateral passive pressures may be increased
by 33% for wind and seismic forces.
Shallow Foundations - With Landslide Mitigation
Properly designed shallow foundation system consisting of a continuous spread footing
and stiff grade beam with low bearing pressure (1000 psf) is considered feasible
foundation system that could minimize structure distortions due to differential subgrade
offsets across the site (from landslide movements). It should be noted however that
even a properly designed stiff foundation system cannot prevent all structure
displacements and damage resulting from subgrade offsets under the site. All
foundation systems should be designed by a qualified licensed structural engineer.
For mitigation of potential landslide movements at the site, the deck foundation system
should be designed to be capable of supporting the structure with differential subgrade
offsets that would result in loss of support under portions of the deck. Two separate
undermined conditions should be considered in structural design: 1) subgrade offsets
undermining 1/4 of the deck in the north -south (longitudinal) direction and 2) subgrade
offsets resulting in a drop of the new deck foundations of .at least 1 foot relative to the
residence structure (east -west direction). When designing for the subgrade offset
conditions the maximum foundation bearing pressures should not exceed 1500 psf.
Shallow foundations should have a minimum width and depth of 18 inches and should
be supported on undisturbed firm to stiff natural soils. If soft or otherwise unsuitable
soils are exposed at minimum footing depth, the footing excavation should be
deepened as required to expose.suitable bearing soils.
Settlement of spread footing foundations is expected to be within tolerable limits for this
structure. For example, the estimated settlement of a footing carrying a loads of 1 kip/ft
is expected to be on the order of % to Y2 inch. Maximum differential settlement within
the proposed deck is expected to be on the order of % inch. Settlements are expected
to occur primarily during construction.
For lateral design, resistance, to lateral loads car be assumed to be provided by friction
acting at the base of foundations and by passive earth pressure. A coefficient of friction
of 0.3 may be assumed with the dead _ load forces in contact with onsite soils. An
allowable static passive earth pressure of 150 psf per foot of depth may be used for the
sides of footings poured against undisturbed natural soils.
Project No. 12-130-02 Page 5
McDonough April 15, 2013
The bearing values indicated above are for the total dead load plus frequently applied
live loads. If normal code requirements are applied for design, the vertical bearing
values may be increased by 50% for short durations of loading which will include the
effects of wind or seismic forces. Allowable lateral passive pressures may be increased
by 33% for wind and seismic forces.
_r
Observations and Testing During Construction
Recommendations presented in this report are based on the assumption that soil
conditions exposed during construction will be observed by our office so that any
necessary design changes or supplements may be made. All footing/grade beam
excavations should be observed prior to placement of steel and concrete to see that
they have penetrated into bearing soils and that excavations are free of loose and
disturbed materials.
CLOSURE -
This letter was prepared for specific. application to this project and for the exclusive use
of Thomas and Monica McDonough and their representatives. The findings and
conclusions of this report were prepared with the skill and- care ordinarily exercised by
members of the local geotechnical profession currently practicing under similar
conditions. We make no other warranty, either express or implied.
Variations may exist in site conditions between those described in this report and actual
conditions encountered during construction. If conditions encountered during
construction appear to be different from those indicated in this report, our office should
be notified.
Sincerely,
GEOSPECTRUM CONSULTANTS, INC.
c
James A. Doolittle
Principal Engineer
attachments: Figure 5
Appendix A
dist: 1/Addressee (via email)
2/Rob Michel
Project No. 12-130-02 Page 6
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SITE DEVELOPMENT AND EXPLORATION
PLAD
GEOSPECTRUM CONSULTANTS, INC.
Proposed Deck Replacement
Ib �n• Y'
16115 75th Place West
Edmonds, Washington
Gaot®chn/co/ Eng/n�Nng and EoIth Sc/anoos
Proj. No.12-130
Date 4/13
Figure 5
APPENDIX A
FIELD EXPLORATION
Our field exploration included a site reconnaissance and subsurface exploration
program. During the site reconnaissance, the surface site conditions were noted, and
the locations of the hand auger borings were approximately determined.
The hand auger borings were approximately located using the existing structure as a
reference. Elevations at the boring locations were estimated based on the topographic
map provided to us (see Figure 5).
The borings were advanced. using hand excavation tools. Soils were continuously
logged and classified in the field by visual examination, in accordance with the ASTM
Soil Classification system.
Penetration tests were performed in the hand auger borings using a 1/2-inch diameter
penetrometer and a 27.5-pound driving hammer falling 24 inches. Recorded blows for
12-inches of penetration are shown on the hand auger boring summary sheets.
Logs of the hand auger borings are presented on the boring summary sheet A-1. The
hand auger boring summaries include descriptions of the soils and pertinent field data.
Soil consistency and moisture conditions indicated on the logs are interpretations based
on the conditions observed in the field. Boundaries between soil strata indicated on the
logs are approximate and actual transitions between strata may be gradual.
HAND AUGER BORING NO. 1
Logged by
JAD
Date: 4/8/13
Depth Blows Class.
Soil Description
0
OL
Sod and topsoil
1
MI
Clayey Silt
4
CL
3
4
4
ML
Sandy Silt, very fine
5
5
Clayey Silt
6
7
4
ML
Sandy Silt
Maximum depth 7.5
Logged by JAD
Date: 4/8%13
Depth Blows Class. Soil Description
0 OL Sod and topsoil
1 �L
L Clayey Silt
2 3
3
4 3
5 4
6
Elevation: 74'
Consistency Moisture Color W(%) Comments
soft/
moist
Bark
noose
o
ve
most
rown
firm
It brown
sotiff
� c rag-
32.5
27.5
`1oist
wet
35.1
wet
38.1
ro�i
rec�
rown
Water at 53" after 45 min.
IGER BORING NO.
Elevation: 74'
Consistency Moisture Color W(%) Comments
soft/ I moist I dark
firm
t
--
ra -
grown
sti
& red-
35.2
-
brown
...................
very
40.3
-
wet
44.1
7 10 stiff .
Maximum depth 7.5 ft. Groundwater at 55" after 15 min.
GEOSPECTRUM CONSULTANTS, INC. Proposed Deck Replacement
16115 75t' Place West
Geotechnica! Engineering and Earth Sciences Edmonds, Washington
Proj. No. 12-130 Date. 4/13 Figure A-1
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