200 BEACH PL.PDFIIIIIIIIIIIIII
10217
200 BEACH PL
*,RCE L
i qg1 of 'rig' t -way
inV nvon the Wes h
a p terl 11
Y
t No a in) Railroad 50 f Northj&y. from South,
1P
line f sai merit Lot 2
d 6'v'e rn i1Pjection-,23j;Townsh-
Al y
2 7 North Range 3 East W.M. measured. along the Westerl
e
line,of said right of w�y.- thence North 490 West to th
-meander line; thence,Worlth
SX0241 East along said meander,
h:-"�+4, 17.
f beginning; thence
line 9.15 ft. to the t,,rue ppap o
North 380371 West 276.68 ft.Jtot.the inner harbor line;
inner -harbor line�
thence North 44*3913011 Eas, ala�r,
'-is�,"6.68 ft. to
'100.12ift.; thence South 3803.1f,'I,,
P'4.,,;,�;-.iimeander. line; thence 'South 5'10241- t along said meander,
line to true point of beginning.
*'.."44, w it) -PARCEL B
—Commencing at a point on the West. line o
Montana Railway right of way (now Great t ailway),�
r-O ft. Northeasterly from the South line U
E t
Lot, 2, in Section'23, Township 27 North.- Ra
thertrue'point of be8inning; thence continu 0 ea
t
:,along Westerly line of said Great Northern Rai qy r
rly at right angle" 0,
of way 100 ft.; thence Northweste
'Westerly line of said railway right of way to the
Sound;
Government meander line of the waters of Puget
thence South 510231 West along said meander line to a
point which is North 490 West from the true point of
point of,:',',.,
beginning; thence South 490 Last to the true '
beg' TOGETHER WITH an easement for ingress and e'gress.'
innings.
3 lying'Southerly
over and across a strip of land 10 ft. wide
right
of e
a. line parallel to the Northwesterly line of th
es
Real Estate Appraisals Commercial Industrial Form R Idential
12
5
4-1
n 10e
f
�j' 1 4'
0 A
ADDRESS:
TAX ACCOUNT/PARCEL NUMBERIN3-12-q`�O 0 1 Z-b ( 0 ()—W(3 , 0 b7 Zq5 Q 0 1 1 0 2- 41 fg)- q�jo
a ' 06-72-456bIq0(o0-c+i)C) 1 0617-+500 ISO I rjo-"ri
BUILDING PERMIT (NEW STRUCTURE): lat'll 0121111
/ I W'7 -1/ C,1 -17
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: C)+--A-QC) - DETERMINATION: [:]Conditional Waiver XStudy Required Fj Waiver
DISCRETIONARY PERMIT XS:
A08 -'M'83(kA-A0deA) AbB
DRAINAGE PLAN DATED: .':� I �
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED
PERMITS (OTHER):
IBM., IM11,1111'Pi 1111111igl m5law
llililli�IIIMVI "I. 611!�iiijj��,
i"IC JIM—
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: JR 111,11n , 41,"flqy
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
G EOTECH REPORT DATED: Di
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
LATEMP\DSrs\Fomis\Street File Checklist.doc
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PLANNING DATA
New Commercial Mulffami
SITE ADDRESS: 2-00 ZONING:
USE(S) PROPOSED: Ptg'/ (m,) LA=) - ALLOWED?: Yq - /- i 9-7z
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED (Y/N)
CUP File: To Allow What Uses?:
ADB FILE #: ref al�) be(k) ZAA W-)-% -U-e1PAj-
PARKING: .(v- 4+—,�G
Use:
No. Spaces Required:
. X
(floor area, # employees, etc.) =
Use:
No. Spaces Required:
X
(floor area, # employees, etc.) =
Use:
No. Spaces Required:
X
(floor area, # employees, etc.) =
Use:
No..Spaces Required:
X
(floor area, # employees, etc.) =
Total Required:
Actual Provided:
SETBACKS: W- 0-
be t�j
Required+ Setbags-
Front:
Left Side:- Right Side: Rear:
Actual Setbacks:
Front:
Left Side: —Right Side: 'Rear:
Street map checked for additional setback required? (Yes/No)
MAXIMUM FLOOR AREA: tv- &*,,�
I . Maximum Allowed: Actual:
BUILDING HEIGHT: �10 6111-�
Maximum Allowed: Actual, Height:
Modulation Allowed?: Modulation Height:
Datum Point: Datum Elevation:
Elevator Penthouse > 3 feet over height limit? If so,VAR#
LANDSCAPING: N.
Matches ADB approved -
Bid Provided? Bond Amount (100% bid):
CRITICAL AREAS #: Zm4 - 6o �eL2:!�j) -,s Iiia
V
SEPA DETERMINATION: a-4v--wA S�w�-
SHORELINE REQUIRED?: YeA - i5x22i,,
Continued ...
1Ahbrary\^P1andatNewComm.doc
0
DATE: 5-12-4 /c, 4 PLANCHK#: `�74,-IS7—
NAME OF BUILDING PERMIT APPLICANT: f-66 Tike /* / 0/)
PROJECT DESCRIPTION: P/z,!,D3 Sorm x7 gL".4 4rztc r4- 4,
ADB FILE#: E2zu- ORDATEWAIVED:
PLANS MATCH APPROVED PLAN:
SUBDIVISION: P-til, Ta, 4,.w-
LOT AGGREGATION REQUIRED?: IyA
REDUCED SITE PLAN (8.5X11) PROVIDED FOR STREET FILE? A)A
OTHER:
Plan Review By:
1Afibrary\^P1andatNewComm.doc
PLANNING DATA STREETF=ILE
Name: F- OL V-1 01 ij M C, 1) 0 L,4 9 a I I
Date: 0'4 .1-4 - 2,,OC) &
SiteAddress: 2,C)o Beacin PlaCa :W- 107-
Plan Check #: BLD-2006- () (0 9
Project Description: CLA tty ot-ti oyl ( 19 V M F D LA.+ W(VI d..OLAX W a I I
Reduced Site Plan Provided: �E'DSNO)
I Zoning: C,\&l
Map Page: 1, 0 1
1 Corner Lot: (YES / no
Flag Lot: (YES
Critical Areas Determination #:
OM Study Required '*� 100 +. oocp 0
El waiver W 2- 0 Of Of 5, K,0 If tUrue-.,
SEPA Determination: "f4nftQt
Exempt
Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
Re dSetbacks
Street:
Side:
Side:
0
ear: N
ActualSetbacks
Street:
Side:
Side:
ear:
El Detached Structures:
11 Rockeries: N 0 V,
El Fences/Trellises:
El Bay Windows/Projecting Modulation:
E] Stairs/Deck:
Parking Required:
Parking Provided:
Lot Area:
Lot Coverage: N
Lot Coverage Calculations:
Building He�t
Datum Point:
Datum Elevation:
Maximum Height:
Actual Height: N
ADU Created: (YES
Subdivision: A r-:* ';,7 10 W 9-D 0
Legal Nonconforming Land Use Determination Issued: (YES / NO)
Other
Plan Review By: g,,t;w &,�
C��
#P20 CA File No: NA
Critical Areas Checklist
Site Information (soils/ topography/ hydrology/ vegetation)
L. Site Address/ Location: 1p�e e #- /�p (
2. Property Tax Account Number: 0-7 --Lct 17-�00 f ( kop(n
3. Approximate Site Size (acres or square feet): I!Er2 soock
V
4. - Is this site currently developed? 4 yes; — no.
If yes; how is site developed?.,.
5. Describe the general site topography. Check an that apply.
Flat. less than 5-feet elevation change over entire site.
6.
7.
F-11
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
Hilly: slopes present on site of more than 15% andl4ess than 30% (a vertical rise of 10-feet
over. a horizontal distance of 33 to 66-fee
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
Site contains areas of year-round standing water:
Site contains areas of seasonal standing water: -
What season(s) of the year?
; Approx. Depth:
; Approx. Depth:
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?
Flows are seasonal? (What time of year?
10. Site is primarily: forested — ; meadow shrubs n-dxed
urban landscaped (lawn, shrubs etc)
11. Obvious wetland is present on site:
1. Plan Check Number, if applicable?
2. Site is Zoned?
3.
4.
5.
For City Staff Use Only
SCS mapped soil type(s)? WAZ-;o LM 0
Critical Areas inventory or C.A. map indicates Critical Area on site? 46flguo
Site within designated earth subsidence landslide hazard area? t� 10
DETERMINATION
'PI-1 STUDY REQUIRED WAIVER
Reviewed by: Date: 6114 F)-�-
'ec. 1%19'
#F20
City oJOVEditonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person.
preparing alkvelopment
Permit Appli cation.for the. City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
i from -as te 'a",6&ile �at.
PON
nSel2 0
7 4
V WMMMWJ
PPUCATION P1 D
DEDkirr f%ni Mrrrn
Date Recd"..%Id:
City Receipt#:
Critical Areas File #:
Critical Areas Checklist Fee: $135.00
Date Mailed to Applicant
A property owner, or his/her authorized representative,
must fill out the checklist. sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
P lease submit a vicinity map, along with the signed copy
of this form to assist City staff in finding and locating the
specific piece of property described on this form. In
addition, the applicant shall include other pert . inerit
informationJe.g. site plan, topography map, etc.) Of
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
1he undersigned applicant and his/her/its heirs, and assigns, in consideration on the processing of the application agrees
to release, indemnify, defend and hold the City.of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising from any action or in&action based in whole or part upon false, misleading, inaccurate or
incomplete information fumished by the applicant, his/her/its agents or employees.
By my signature, I cer* that the information and exhibits her ith sj�bmitted are true and correct to the best of my
ewl
knowledge and that I am authorized to file this application on tLe ��he owner as listed below.
SIGNATURE OF APPLicANi��_
DATE 7 -7 - Oc-(
Property Owner's Authorization
By my signature, I certify that I have authorized the above A�icant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and posting attendant to this application.
SIGNATUM Of OWNER -
I PLEASE PRINT CLEARLY
Owner/Applicant:
Name
Street Address
city State zip
Telephone:
Email address (optional):
DATE
Applicant Representative:
Name
-7 1(<
Street Address
)UCL4L WA-_
city State zip
Telephone:- �1?_ 5-1 oz-
Email Address (optional):
0
a
2
KZ
i
EBE3 T10F=
A CONOOMINIL-l'.1
SECTION 23,TVVP.27N1-,P-3E-,VV-M-
CITY OP ErDN'10rJOS
Sr,jCT-EOrAISH COUNTY. v,/ASHINGTON
LEG�L DESCMIPTION
...... L', C, .".1 or Or ulL:-GION1
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, �.
LOT I SECTIC-1021. 77 11011. 3 1 IT w
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tol.ill AID", -1[1�l iAl D
(It THE u"'s"t" k 3 -("CEO-011- 51-;4' EAST AIOtJG
ul�"(,;i- or a(rroillln; IMPAct .011H
C,;" -CC O'IM
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it: 0
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10 1 1.111t; I.I.CE SOUTH 31-14' TETI AILO�C SAID WANDER LI-t 10 THE
TIU[ PCITT Of IIECI-11-G,
ripcft I
(C—I1<11�AAt5A Do T.t I;. I A I I'll 1011.1.0-11 Kli "Itli
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I CI I W SEC11011 1), 10:11S.11, 2; 1101111. 111K[ I A%;. . W, SAON-11`4
c ", �, "'p ........ C; lol.,(f co"Illivil-c OW)Vlw-
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it, I,
01 -.1 ItIS ill THE.([ At i11:;L111.LIC1.`lr *or
I'll IIILIOAD PICINI or 'AT 10 cl�ltlillllrlll I -All-S
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'Gill -.1c. Is 110,14 It- �l f-11 1 0 a PINING; THENCE
Sol%. — (ITT To 1-1 I'VE 1GI..I 'If PL11;.-",,,O
Sll�'!E [Is lot COUIIT OF ',!Alf Cr
s CC, 10 (.5E.C.'s AND Ls—rl�s - "IC-0
L01ILL-1--l"ICT 1 .11— . —
6
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ilt-',i M-nl< �':GEND
101 til I P ("'IlEt 01 LIGHT 1-11 11 DA110. .19)
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CITY OF JWMONDS
SIPECLAL INSPEMON AND TESTING AGREEMENT
The RMect at -43--isnued =dcr buiWin
permfinumber SPWW =,P=tm andfor tesa' UBC Chapter 15
,,A n per
and WAC Am =U 17M Tbe comy ofspecial inqx=tions is anwJfcd to tbis docunient-
BEFORE A PERhM CAN 819 MURD: The owner and contisaw and
,n;haU
cmupleft this agrccrocut and the attached mwumal tesqs) and mpections =11A �Iud the
required arlm-wledgments-
APPROVAL OF SPECIAL INSPECTORS: Each special ins
poctor shall be approved by the
Budding Official prior to perforrahim any dud In tion!L Ewb opmal inspector ow Submit I
S(atepect. of ou2iliscationg. to the cial r rMew. special Wsp=tm shall displa:y
identification when a fim a special iz�� an Wft. 4mial inspection and testing shall meet
the nummum ents ; WC Chaptei 17 and the followi*
A- D UsUad Ressomm
1. Observe Work I
71te special hNipector d" Observe ft site work for conforntswe with the ved
"kt=tV phm..=d opcofications and applicable wodanancWp, providons of die UBC
S or Enginew rmewed sbop dmwings may be used a* as an aid to hapection.
. pecial inspections am to be perta; cd on a cmthmotw bWa-meanin do thc special
bispectur is on site at all twos observing the wor mq'r=& special imimeti a. Periodic
ins0ections. if Inn must haw r6yal by The City.bued an a separate written plan
I PrWr 2%Cial =6 11W eUSMOr Or architect Of LeCD2
reviewed and approved by the B��
2. Report Non-confh!ralt�
MW SPCC321 inspector bring itewis to the bnmed ate atteation of the
contreelor and soft all such item to die daily fleg repuz . Any ft= not resolved in a. timely
manner shall be immediate cmw of ft specW inspww to noff the Building Official of the
y
plan devixftoz� ca r, change or otWaxion- , It sbW sho, be the duty of the spcegal hapector to
promptly noffy &e mgm Of architect-
3. C=.Da'dyPR Is
sh
shag complete and sigm both the specu'd inspeW n P c a and the Wy
-epos fiwm for each day's inspection. The= records kho remiain at ft jobsite with tWe
contractor for review by the City BWding Inipicctor.
4. Forulab WvcW Repwft
71W R.Mcialjn�- or U*%
.ipection agency dud] fmmish the City with weemy reports of tests
mid inspecdom ect engmecir or archaeck mnd odwra as denguated oban also be
"Wied on epcn - W reporft - imIude fte UhnnnV
Desarkdon of duil Y and tests made with applicable locabous
Ust Of aan , ng item
R an sbfts 0� --
"W" _ _ a, items (resolved or unmolved)
iteatized cWages stAborized by the Architect PA&w and City if not incht" in
nonconforname item
FurniabFinalComr1ruclin Repeft,
The stecial bispector or nupecuou agency shall submk a Emal difined.cpar to the City statin
that a g
item T0q, is] inspe�tion and lestim were fillfilTed and reported. M4 to the
best of his/h maw = dw Pcoject is in confounauce with ft appruivad plans aW
Mcifications. approved change omen and the applicable workmunzsbi� provisions of the
C. Items not in cmfum*ce or varcsolved item or any ftcrepand-es in uLipection
coverage, (i.c.. missed inspections, peno&c mopection when c&abmww wzpccbons were
reqvdmd, e1c.) sball be speoffically itemizodm thismpow
p. 2
Matj 19 04 07:45p NW Teamworks Ca, rrobat 425-893-9371 p.3
NIT 425-03-93*71 p.2
Ma!d 11 04 04:17p eamworks./ Ca I igabai
MAY-e7-2004 11'27 P. 03,104
B.
I. Nodgy UK Special 10"Icew
It is the duty of dw n naback, to notify &e special inspector vAw vmrk is ready for special
inspectim Note, the il=$ hftd on the arbelmd wbxbde nd as oned an the VMoved
plans and specifications: am mquirW to have: special inspeatimts. Adequas notice sW be
provided by the contiactat so thst the MMicid inslwctor has tim to becom familiar vvi* the
prGjCC1-
2. Provide Accew to Approved Plan3
Tbc cantr=1or is responsffile for providing ft special inspecIor accesa to approvcd pL-M as
thejobsift
3. Retain Special lmqwcd= Rftords
The emwactor is rmponsible to Ictam' at the , tisitc a a wspemion ramds submitted
by &e special inspecior. Then teewtio, am toC pw�Uff=o the CiRy building inspector upon
C. Cb of U-1=21hilifiem
I . A&prove spedW im2pechn or fuspectk= agasicin
baikfing dqPrUDCM 611811 8016ye all VeCial insPaCtors and qx:ciW inspection
2. Moutdor specId Imspection and a#pruve weekly reporb
Wolk WeMial am and Ow Of special impecifts WW be
MOU "Pwval be obtained prior to
VWnL=b i
I y City B OWMapp
:&:,g bspector.
placcuamt of concrLpte or odKr similar iativities in afttioii to do of am specW inspeant.
3. lame CeMficate of Oempancy
ne Buming offikeial ma .
Y Issue & Cwfificstc Of OwuPzmT afIft all weeldy special inspection
icpw mcluifing the finaf report have be= sul;mitted =2d. acceptexL
D- Owner
Ile pro'cet'awner or the enginew or ambited of cc= aaft as the awnarls, agent dallfiand
j
spemw finvaction senice&
F- Enelater or Archited of RMEd )MUggEWhilifia
The engincscr or architm of I Islan inel WCcW inVoction requkements an ft plens and
ACKMWLIEDGEMEM-
I how remdand a&** to cwvep,�, %wh the nww wd cmdulow afthiv qXrftment.
Owner
i &a-- - Special Inspector
G=wW
FNArA=
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tustor IR MCA
- OWQU&Hiw
Notify the Special Inspector
It is the duty of the contragwr to not* the SP=i4l inspector when, V'ork is mady for Sy'ecial
'mf't'am Notr� the items Umd On the attadted whedule ad as now on the appmed
plans mud Specifications am rvqubed to haw special iuSpectiom Adequate zkotim zW be
pievided by the camactor go that the sPecial kwPeeftr b45 time 10 beOOMG fimmillar with thc
plic4ed.
7. Provide Acme to Approved Pima
The Contractor is rcsporimble for providigg ft spedal
thajobsite. iBR=tO]r MOM to approved plans at
3. Reftla Special lumpecdon RecordB
'am conttactor is Omponsible to Main at the jobsite aH special JoWcation secords mbmined
by the special juspwor. Then records are to be Provi&xf to am CitY buiMing inspecWr upon
MqUCSL
CJ* of Edmads Ruildfim-
I. Approve speew Inspectors or laspection egentift
The buiLding dcPwMeUt ShRU a0mve all special in6pectom and Special ijrWmtion
2- MODROr sPe.ch.1 10qx4ft' 2 And SOProve weddly reports
Work ial rtbanance of
P%Munmg gperl aztgal m1homw 'be
mom by the City
PMW. = approval %:I bcm=!"aS &h2U bo
Pla - entolcomcfet orothrTstfrdhiracmdvities inamitiouto dug oftbespccial * prior to
inspector.
3. Ism Certlacate of Oemp"ey
The Mding 409ficia Lwmy imle a Certificate of Ocm
. -wancy after an weemy spccw inspection
reports inclawing the nm report have been admiacd and acceptcdL
n-
Tke pro, or the eaginm or am%ifta of. cc%n amiag
. jwt owner as tbc ownWs agent'dan.fid
spmal ii�on services.
E. EnplagerorArrhilmaDlIg Reammbilifia
no engineer or wcMtmt of rocord shma inchide qmml bwPftticm r0quimments; an the Plans and
Specificadons.
I haw ACKNOWLEJDGEMENTS. . .
road and 4grm w comply wah be ftrw MW comdWom Orthip qg7vem,,N.
V-T-C,iF PP95-'TDf- ff
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General cc
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MAY-O?-2004 11:27 P.04/04
77;
je
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XEV4MCZD CI)NCMLTJE, GUPWM GROM AND MORTAR: STRUCTURALSIL MJWELDMG-
Sv-W bqmfim umna und
Pfthftb-Y A-*— T-M (Mmmy
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—TAW"IM-- OZhW OFiseld
Ubm-k LEPRIllm Oshop OREM
n4bd� Bokbe
Im"Insim D3ftp cIrww
0^30
DAM ON ox OF
Re6&ocimp Sad
Mk-td Smd WAaftS &rApwjim
ommft lawn Wa6m ftw"m
FUtEPAWFVYQ-
?WE== lmpwtico
13CMN), Tim
—TWk&mmTew
—hapmamclurs
WSULATMG CONCREM
sft*t ad Tim
vikis Wzjswz
.FU-LMATEJIUAL:
Aompm=Tcsb
pbftweu kIpwim
FkM Dousky
SrKtx,7uRAL Wow:
Slow W&UNdIft No"im
AVIDMONAL IMMUC77ONS On O=ER TEm smqk Md TM cw"�
A KD IMPECTIONS-
p L&5 -
Tdk
Dow
TOTAL P.04
of EDA
CITY OF EDMONDS.
121 5TH AVENUE NORTH, EDMONDS, WA 98020 (425) 771-0220
RCW 197-11-970 Determination of Nonsignificance (DNS)
. DETERMINATION OF NONSIGNIFICANCE
Description of proposal: Repair displaced living room concrete floor slab and adjacent patio slab with
pin pile and a e earnfigundation(damaged in October 2003 storm) and repair west living room exterior
wall N Uq. L0: L-0-4 -511.5 2))
Proponent: Northwest Teamworks Construction for Ebb Tide Condominiums
Location of proposal, including street address if any: 200 Beach Place, Suite 101
Lead agency: CITY OF EDMONDS
The lead agency has determined that the requirements for environmental analysis, protection, and
mitigation measures have been adequately addressed in the development regulations and comprehensive
plan adopted under chapter 36.70A RCW, and in other applicable local, state, or federal laws or rules, as
provided by RCW 43.21d.240 and WAC 197-11-158.
An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was made
after review of a completed environmental checklist and other information on file with the lead agency.
This information is available to the public on request.
XX There is no comment period for this DNS.
This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 14
days from the date below. Comments must be submitted by
Responsible Official: Meg Gruwell
Position/Title: Senior Planner - Planning Division.
Phone: 425-771-0220
Address: City of Edmonds, 121 5th Avenue North, Edmonds, WA .98020
Date: I Signature:
XX- You may appeal this determination to Robert Chave, Planning Manager, at 121 5th Avenue
North, Edmonds, WA 98020, by filing a written appeal citing the specific reasons for the
appeal with the required appeal fee, adjacent property owners list and notarized affidavit form
no later than I- L,� 7- 5 .2004.
You should be prepared to make specific factual objections. Contact Rob Chave to read or ask about the
procedures for SEPA appeals.
XX Posted on 2004; at the Edmonds Public Library, Edmonds Community
Services Building, and the Edmonds Post Office.'
xx� Distribute to "Checked" Agencies on the reverse side of this form, along with a. copy of the
Checklist.
Page I of 2
PC-04-152D.DOC
6/11/04.SEPA
Mailed to the Owing along the Environmenta�
with
I Check#
XX Environmental Review Section
XX
National Marine Fisheries Service
Department of Ecology
Northwest Regional Office
7600 Sand Point Way NE
P.O. Box 47703
Olympia, WA 98504-7703
Seattle, WA 98115-:0070
XX Department of Fish & Wildlife i
16018 Mill Creek Boulevard
XX
Applicant: Northwest Teamworks
Constructiop Inc. (Josh Krause)
Mill Creek, WA 98012
7818 — 130' Ave. NE
Kirkland, WA 98033
XX Puget Sound Water Quality Authority
P.O. Box 40900
XX
Owner: Corey Heins
Olympia, WA 98504-0900
200 Beach Place, #101
Edmonds, WA 98020
Attachments
pc: File No. PC-04-152
SEPA Notebook
Page 2 of 2
PC-04-152D.DOC
6(11/04.SEPA
0�: EDA,
CITY OF EDMONDS
250 5TH AVENUE NORTH, EDMONDS, WA 98020 (206) 771-0220
RCW 197-11-970 Determination of Nonsignificance (DNS)
DETERMINATION OF NONSIGNIFICANCE
Description of proposal:: Addition of living space to an existing condominium unit. The addition of living space
will be comprised of the enclosure of an existing patio. The proposal is within the shoreline area, but the
proposed alteration is valued at less than $2,500.00
Proponent: Harry and Rita Speiser, 2231 95' Avenue NE, Clyde Hill, WA 991014
Location of proposal, including street address if any: 200 Beach Place, unit 104
Lead agency: CITY OF EDMONDS
The lead agency for this proposal has determined that it does not have a probable significant adverse impact on the
environment. An environmental impact statement is not required under RCW 43.21.030(2)(c). This decision was
made after review of a completed environmental checklist and other information on file with the lead agency. This
information is available to the public on request.
XX There is no comment period for this DNS.
This DNS is issued under 197-11-340(2); the lead agency will not act on this proposal for 15 days
from the date below. Comments must be submitted by
Responsible Official: Jeffrey S. Wilso—
Position/Title: Current Planning Supervisor, Department of Community Services - Planning Division
Phone: 771-0220
Address: City of Edmonds, 121 5th Avenue North, Edmonds, WA 98020
Date: Signature-
XX You may appeal this determination to Robert Chave, Planning Manager, at 250 5th Avenue North,
Edmonds, WA 98020, no later than 1998, by filing a written appeal citing the
reasons.
You should be prepared to make specific factual objections. Contact Jeffrey S. Wilso to read or ask about the
procedures for SEPA appeals.
XX Posted on 4 1 b 1998, at the Edmonds Public Library, Edmonds Community Services
Building, and the tdmonds Post Office.
XX Distribute to "Checked" Agencies on the reverse side of this form, along with a copy of the Checklist.
Page I of 2
98166A.DOC
6/22/98.SEPA
Mailed to the following along with the Environmental Checklist:
XX Environmental Review Section XX
Department of Ecology
P.O. Box 47703
Olympia, WA 98504-7703
XX Harry & Rita Speiser
223195' Ave NE
Clyde Hill, WA 98004
Attachments
pc: File No. Building Permit Application
Plan Check # 98-166A
SEPA Notebook
David Seely
The Driftmier Architects
720 V2 Market St.
Kirkland, WA 98033
Page 2 of 2
99166A.DOC
6/22/98,SEPA
0 E D
0
7.
MEMORANDUM
Date: June 22, 1998
To: File No. Building Permit Application Plan Check # 98-166A
From: John Bissell, Senior Planner
Via: Jeffrey S. Wilson, Responsible Official
Subject: ENVIRONMENTAL DETERMINATION FOR THE ADDITION OF
LIVING SPACE TO AN EXISTING CONDOMINIUM UNIT. THE
ADDITION OF LIVING SPACE WILL BE COMPRISED OF THE
ENCLOSURE OF AN EXIS11NU PATIO. THE PROPOSAL IS
WITHIN THE SHORELINE AREA, BUT THE PROPOSED
ALTERATION IS VALUED AT LESS THAN $2,500.00;
FILE NO. Building Permit Application Plan Check # 98-166A
I have had the opportunity to visit the site, review the environmental checklist and the building
plans, which have been prepared for the project a copy of which are filed in the official file for
this permit. I -
Based on my review of all available information and adopted policies of the City, I / recommend
that an environmental determination of nonsignificance be issued for the project.
Review by Responsible Official
I concur:
I do not concur:
Comments:
Je frevy S. Wilson Date
I
Attachments
pc: FileNo.
City of Edmonds cQ Planning Division
98166A2.DOC
0612V98.
1 8 q 0 - 1 99 -
CITY OF. EDMONDS LAURA M. HALL
MAYOR
250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works *-Planning e Parks and Recreation Engineering.
January 6, 1995
Attn:.Jim Douglas
Ebb Tide Homeowners' Association
200 Beach Place
Edmonds, WA 98020
Dear Mr. Douglas
I have reviewed your account and will allow a credit to your account for October and
November 1994 in accordance with our City policy. The policy states that the customer
will be billed at the retail rate based upon the average water consumption for the same
period during the previous year. In addition, the. excess water lost from the leak will be
billed to customer at the City's wholesale rate with a 156/o surcharge added for
administrative cost. Only one leak credit will be 'granted in any three year period.
Should you have any additional questi ' Ons after you receive your new billing, please
contact Ilene Larson, Utility Billing Clerk.
, Sincerely,
';RLon�#RaSnd
Water/Sewer Supervisor
RH/lk
cc: Ilene Larson
Utility Billing Clerk
wordata\water\#600275
e Incorporated August 11, 1.800 0
Sister Cities International — Hekinan, Japan
0 0
0, 0
Mr. Ron Holland
Water/Sewer Supervisor
Public Works Division
200 Dayton Street
Edmonds, Wa. 98020
Dear Mr. Holland:
Dec. 26, 1994
RECEIVED
JAN V i
PUBLIC W08yS DEp7
Our Ebb Tide Homeowners President, Jim Douglas, conferred
with you recently about an elusive water leak in the buil-
ing. The leak was finally discovered and repaired, but not
before there was significant water loss resulting in hor-
rendous water bills in October and November, 1944.
You indicated to Jim that there would be an adjustment in
billing. We will appreciate your attention to this matter.
Please find copies the the paid bills for Oct., Nov.and Dec.,
and the bill from Day & Nite Plumbing - also paid, herewith
enclosed.
t
T4ank you in ly,
Wy1ma Nelson, Treas.
Ebb Tide Homeowners Association
I
CONNACT @ 8 Z 4, 9
Q�iy &',Nite Plumbing, Inc. ja -jq qq e'JOB LOCATION
dba: D.qy & Nite Rooter S eNAME y I %^-A
7,75-6_464 353-6464 0 ehb4,,,& Ab" owmevs
36,4-0959 653-6500 L ADDRESS
(PLUMBINGN'),
D
11 ��Ince 1954 ZiD6 eea-eL
T CITY STATE ZIP
0
P.O. Box'1021 - 18800 HWY.'99.' \Mter PHONE
LYI�"OOD, WA 98046.
k- Qujar PHONE WK
DAYNIPI 077 CD �7
MSER
DIAGNC;SIS'/ RECOMMENDATIONS DESCRIPTION OF WORK
OTY.
DESCRIPTION
AM06—NT
% .
1i -jpjakor se yic-r-
3/-111
Ao
p
I%
um=A�2 o 6A
V)
ty
IA 6
4.
J
SOURCE DIVIS . QN: /LIVC /0 /?—t2/qtf
WATER
PRESSURE
PSI
SUBCONTRACTORS
MATERIAL
WARRANTY
• PLUAJING: All workiinanibij) and m—aTerials are warrantod for one" (4) year
E%J1PME&.,.e_ A.S
AA
LABOR
00
PAID BY:
CHNICIAN
TIME
RATE
AMOUNT
SERVICE CALL
Zj
unless otherwise specified or as stated on of this form,
0 None (Reason)
• DRAIIACLEANING: Warranted for thig(30) days for lalJor only unless
OCK#
Ap it
F LAT RATE
otherwige specifid'd or a . s stated on lack of this form,
0 None (Reason)
c3 cc
0 CASW) r-,
—6,5
Af,;gl,
1-5' '!
6 W-
- 4 W<-
wo
--,�
do
(Warranty work performed during reguh-tr bxIness houre)
0CLIEli?l
ro
Lf
WORK AUTHORIZATION:
1, the undersigned, am owner/autgorized reprosentativeAe'naniof the above mentioned
KOTHEO A,�
7&)c
promises do hereby authorize the a6ove described work j�d agree to the terms,
:f-1 00,)
condition*and have read the 110 information, a* s stated on both sides of this form.
te I ,
ULTime a" Material 0 Flat Rate'of $
0WAWLY
aj LABOR
TOT*
ORDE
PLETE
, JD0E
/0,0 0.0�qc
[701, 1 ,
0
pj 0 T IN ou
SIGNATURWU fi�i% adqawledge the oftfactory cornplobn of tM Above descrbed
ITLEASE PAY F'11'OM
THIS INVOICE
M�A
ll�z
8 90 - C)9
CITY OF EDMONDS
250 - 5TH AVE. N. - EDMONDS, WA 98020 - (206) 771-0220 - FAX (206) 771-0221
COMMUNITY SERVICES DEPARTMENT
Public Works * Planning e Parks and Recreation * Engineering
October 7, 1993
Ebbtide Homeowners #204200
200 Beach PL
Edmonds, WA 98020
LAURA M. HALL
MAYOR
The City of Edmonds does not have any records showing the sanitary
sewer line located on Dayton Street and Admiral Way serving your
property, nor do we have any contracts stating the City will maintain
this line past the City right-of-way.
I have checked all easements and found no contracts that grant the City
access to put such a utility in this area which is considered private
property. If you have anything that states otherwise, please send us a
copy and we will make corrections to our files.
Until we hear from you, we will assume this line is a private structure
and maintenance on this line is the responsibility of the association
using such a structure.
Sincerely,
JUL('
-"I
I.A,/
Ron Holland
Water/Sewer Supervisor
RH/l k
cc: Noel Miller
Superintendent of Public Works
Attachment
MATUSKA/TXTSEWER
9 Incorporated August 11, 1890 0
Sister Cities International — Hekinan, Japan
0
0
0
4�
11 1 f . 11 qlc I 'w . I I
CENTER
ISO
'10
DAYTON -ST* -bAYTON--
ST..
WK MY
lqc) OF
3 PLANT
ISO,
?A lieiwr- vi A it 00
SQ ALOV
110
L
tj A j?
MM
RIN
L:v-4- A�Ao
14,1
.IT
40 z
mom 4c
-i
�.ALDAA
'61
sumsrr
32
CITY of ED B 'Adh=SS LICENSE APPLIC N
t
Mo*dsa,, hi
Civic Center - Edmon s, s Ing on 98 0
City Clerk Phone 775-2525
D*— LICENSE NO.
ANNUAL FEES PENALTY A
HOME OCCUPATION
CL.AS VA� LIC. EFFEC. DATE JREASG. LIC. NO.JSPEC. $1-0-0 (A)
7 1 1 Ii I I I , I I I
INSTRUCTIONS: 2 LL )Q---
All items must be completed 0 SMA BUSMESS—,
nr n Iinnfinn will not ho -qe-- RECEIPT NO. DATE PAID AL- $15.00 -.--0
PRINT X
cepted. IN R SPEC. E BOX
FO ISSU OF
Sign and return application fEE PAID PENALTY PAID CORRECTED
LICENSE WITH
with fee. Renewals received 1 2 'LC' ACTION.
after February 15 must pay
penalty in addition to fee.
NEW BUSINESSES AFTER
JULY 31, 1/2 FEE. (PLEASE MAKE ANY NECESSARY CHANG
A
-Tg,R FEB. 1
L $5.00 0
ITIONAL $7.50 0
Business,With 10 or
mq,re-6nployees ADDITIONAL
$50.OQ , (C)
,6 NEW APPLICATION (LA)
0 RENEWAL (LB)
Q CHANGE (LC)
::S) 0 DELETE ILD)
OF EMT
(3 (3 -F1 0 t�� -7 7 F - C/'o 2- -7 7 JUL
NAM&02F FIRM BUSINESS PHONE
MAILING ADDRESS V NATURE OF BUSINE$S
74�1�
2 -o eenet+ P4 0 C� -7 , , 'n
D r. Of Public Works
I— Y,-, 6 S, &M
BUSINESS ADDRESS
- INDIVIDUAL
(S)
PARTNERSHIP
(P)
CORPORATION
(C)
OWNERS NAME
�bod 6-
HOME ADDRKSS
Do 0
e Al alS
HOME PHONE
I DATE OF'BIRTH
PIACE OF BIRTH
&X &ILY, M-1,4110
SOCIAL SECURITY NUMBER
I :S�1�1-o/
'-EMERGE
(PLEASE
OTIFICATION: (1) NAME & TELEPHONE.
LIST TWO) .(2) NAME & TELEPHONE
164-1 /,ya /s,1
WASHINGTON STATE TAX NO. V APPLICANT'S SIGNATUPI�������
DO NOT WRITE BELOW THIS LINE
STAFF REVIEW:
FILL IN LAND USE CODE, UFIR NUMBERS, ZONING, ETC. CHECK APPROVAL OR
DISAPPROVAL, DATE, AND SIGN. IF DISAPPROVAL, PLEASE COMPLETE "COMMENT"
SECTION. ROUTE TO NEXT DEPARTMENT ON LIST. .
PLANNING DEPARTMENT
APPROVE 0 DISAPPROVE
DATE
LAND USE CODE
ZONING CODE
SIGNATURE
CONDITIONAL
USE PERMIT
COMMENTS
E=
BUILDING DEPARTMENT
DATE
Building
94APPROVE E3 DISAPPROVE
SIGNATURE
0
Permit 0
Hotel/Motel (L)
Apt. Bldg. (A)
COMMENTS:
CAPACITY: (NO. UNITS, APTS., OFFICES, SEATS, BEDS, STUDENTS)
FIRE DEPARTMENT - DATE
;< APPROVE E) DISAPPROVE SIGNATURE
COMMENTS:
POL E DEPARTMENT DATE SIGNATURE
11 �APPROVE- El DISAPPROVE
F7 I I I 1 0 Office Bldg. (0)
Occupancy El Restaurant (R)
Group 0 Hosp/Nurs Home (H)
0 School (S)
COMMENTS: 6 wl� now a I ILmLM
PUBLIC WORKS DEPARTMENT
0 APPROVE 0 DISAPPROVE DATE SIGNATURE
COMMENTS:
PLEASE RETURN TO CITY CLFRK
04— 10-81
CITY OF EDMONDS
?00 DAYTON
EDMONDS WA 98020
PAGE I
NORTHWEST KIDNEY CENTER
AP R/1-- 1991 '700 BROADWAY
SEATTLE#WASHINGTON 98122
V c-, (206) 292-2771
u6bJl W6rks
STREET FILE
THE FOLLOWING IS A LIST OF NORTHWEST KIDNEY CENTER PATIENTS IN YOUR
DISTRICT WHO CURRENTLY HAVE DIALYSIS MACHINES IN THEIR HOMESe IT WOULD
BE SINCERELY APPRECIATED IF YOU COULD NOTIFY THEM IN ADVANCE OF ANY
SCHEDULED SERVICE INTERRUPTIONS SO THAT THEY COULD SCHEDULE THEIR USE OF
THE MACHINE ACCOROINGLYe
ROWLAND*- JACK L-
:?90 BEACH PL APT 501
EDMdND S WA 98020
(206) 774-1902
03-18-81-
CITY OF EDMONDS
200 DAYTON
EDMONDS WA 98020
% PAGE I
,NORTHWEST KIDNEY CENTER
700 BROADWAY
SEATTLE9WASHINGTON 98122
206) 292-2771
RECEiVED
1 981
THE FOLLOWING IS A LIST OF NORTHWEST KIDNEY CENTER PATIENTS IN YOUR
DISTRICT WHO CURRENTLY HAVE DIALYSIS MACHINES IN THEIR HOMES* IT WOULD
BE SINCERELY APPRECIATED�-IF-YOU',COULD-NOTIFY THEM -IN ADVANCE OF ANY -
SCHEDULED SERVICE INTERRUPTIONS SO'THAT THEY COULD SCHEDULE THEIR USE OF
THE MACHINE ACCORDINGLY*
ROWLAND9 JACK L
200 BEACH PL'APT 501
EDMONDS WA 98020��
(206) 774-1902
s rREE 7-
June 4, 1974
Mr. A.G. Johnston
Johnston Trenching Service
Post Office Box 597
Lynnwood, Washington 98036
SUBJECT: Right-of-way Invasion Permit No...74-37 for Storm
Sewer Work at Ebb Tide Apartments
Dear Mr. Johnstono
Inspection of the subject work has been made and found
satisfactory to the City of Edmonds. The enclosed check in the
amount of $150, posted in lieu of a resotration bond is released
and attached herewith.
Yours very truly
CITY Or EDMORDS
RICHARD H.' ALLEN
Assistant City Engineer
as
Encl.
40
'2
CITY OF EDMONDS
ENGINEERING DEPARTMENT.
505 BELL STREET
EDMONDS, WASHINGTON 98020
APPLICATION FOR INVASION OF RIGHT-OF-WAY
(Submit In Duplicate)
Pe'rmit to be issued to: Johnstait'Trenahing Seitvl6e
For work at: (address.or vicinit Ebb Tide Apts...
.y
Type of work to be done: Push pipe unde� roadway oomiect to stqrm.sqwere�
(Attach Drawing When Applicable)
Owner'. Don Nei SIO'n
Name
%b Tid a Apts
Mailing Address 0
EA=nd8.Wn Pr 8-40 27
city State Telephone Number
Contractor:- Johnston Tra-riahing
Name
Bx.597
Mailing Address
A -wine 778.451,iD:
city State Telephone Numb er
Signatlure: (3, ON
OWnei. or'Agent Me fiffned
0— Da
DO NOT WRITE BELOW THIS LINE (Tio_�be completed by Issuing Agency)
Permit Number
Permit Issued (date)
Remar6. 'y'
Amok
ENG.INEkR/1APPROVAL DATE
Upon issuance of this permit, Ahe contractor is responsible Work subject to inspection and, restora"tion in accordence
for -workmanship and materials for a period of 'one year with city code. A 24 hour notice 6'required for in�spection.
following inspection of the restoration by the Engineering Call:715-2525
Dept.
CITY OF- ENVONDS
ENGINEERING DEPARTMENT
Insp Date4--5-7.4-By..4;�,..L.j.:Z-
InspDate. ---------- ----- By ....................... �Remarks ......................... .............. -----------------------------------------------
InspDate .................. By ........ ............ . Remarks- ....................................................................................
InSpl; e --- ----------- -By .......................... Remarks ................................ . ......................................................
Fina ... A,-B . ........
0 7 -E
7-
72- WE7,E�= jL�
=A/ -67
7
IqKo L/7- --S� A7:11 '17-IeE�7
7-0 I.W. /-/. c " E;: !v
i=T
A111h
la�:_
GEoENGINEER��
FIEMIREPORT'
File Nurnber
11 136�00 1 -00, TO 100
Project:
Date:
Ebb Tide Condominiums, Un . i t # 10 1 Floor/Patio, S . I - ab
July 16,2004
8410 154" AVENUE NE
REDMOND,-WA 98062-
Repair
(425) 861-6000
Owner
Tim of,Adval:
Report Number
Ebb'Tidle Cond I orniniums
0845
FR.7�16-04
Prepared by:
Location:
Time of Departure:
Page:
Boyd Benson
Edmonds Wa6ington
1430
1 of.12
Purpose of visil:,
Weather.,
Travel Time:
Perrnit Nurnber
Special Inspec I tion: Pin Pile Ingtallation
Sunny, warm
1.75
2004-0525 (Edmonds)
.Upon arrival to the site I assess personq),safety hazards: 0 r Yes -or (3 Referred to &16,Safety. Plan and Safety Tailgate it applicabia
ed
SafityHazeids.WereAddressadby:0 Staying Nen to Construct- and Equlpffor�tlllazards 00ther(descri")
Gleneral
I visited theEbb. Tide Condominiums at the request lens Johanson ofCorke Amento, Inc. to complete special
'Unit,
'inspections duiring. pin -pile installation -for the #40'.1 Floor/Patio Slab repair -work. The Ebb Tide
Condominiums are locate within a 4-story buildi�g o - n the shore of Puget Sound, at 200 Beach Place� in
Edmonds, Washington.. The special inspection visit was completed as. p;ift of the City of, Edmonds permit
"I d "'Ci
requ.trements as. summarized in the document tite .1ty of Edmonds Special Inspection and Testing
Agreement.'" Our services were com leted i.ii,gqneral accordance With our Change Order.No. 2 dated May 18,
20.04, and authorized by the Cory Heins,of the Ebb Tide Condominium Association.on July 8, 2004.
When I ' arrived at the site_�,!4-met with Josh Krau ' s ' e'of NW Tearnworks (General Contractor) and �Carl Burris,
Justin Riunis, and Adalberto Martinez of Pacific Piling and U . nderpinni . ng (pin- pile'. installer). I observed the
following:
• A 1-fdot wide.jeast-'Wd�t), 26-fobt long (h6r6'-south) strip of concrete -been removed. along.the west
edge of the file --covered concrete patio slab �v Unit #1'0 1. The, east -ed g'e of the r6mcved.s.tfip.'had been
saw cut and the west edge of the'. removed strip mas coincident with the east edge of th e exposed
aggregate concrete -courtyard. A 4- to 6-iPch void was observed -beneath the patio slab (see Photo
Sheeti). No vdids''were ob�served beneath the exposed. aggregate courtyard slab along th . e saw cut
trench.
• Concrete and other construction waste had -been stockpiled'and covered with a tarp within the courtyard
area.
Pin Pile Installation
0 Plywood sheets were p laced against the windows and sliding doors of Unit #101 to protect them from
breakage (see attached photo sheets).
THIS FIELD RE00FIT IS PRELIMINARY
F1 EPRESENTATIV DATE,
A prelirninivy repon is provided sdely,as evidence that field observation, was; perforrned.
Observations and/or conclusions and/or recommendations conveyed in the. final report May va-ry
from prWirnfrurry'report-
and shall fike precedence ovei t1i6se.indIdatbal in a
TI�IiS FIELD R . EPORT IS FINAL
A final report is an Instrurnent of p!otessionei service. my conclusions drawnl from this report
should be discussed with and fwalualed by thq'prolessional involved.
WEVIEWED' BY DATE
-------
This repon presents opinions lonned as a rosu . 11 of our observation of activitiesjoi-ing, to our services only. V�49, r . O!y an the coninactor to corrpf� with the ptahs and spe�lfi . cation throughout
the duration Of the project iftespective of dia 6resinda of ou!"representative. Our work ades not includiI s6pervislon or direction of the wo* of others, Our firm will not be'respFdble,for
o! others on this f3r,01.0ol DISM�MER: Any'electron'ic form foctiit�il; of hard C�pyof the:66gii�� do6urnani (a Mil text. tf�Ae. arxUar no . ure) If provided, and , any
nly a copy of the ofig P cjo� The orfgJ9af document is stored,by GeolEngipears, Inc. and will serve qa!�q, 6111clal ilocurneni of record. -
Attachments: Pile Site.Plan, Photo Sheets (3 pages�, Pin Pile Installation Record sheets '(2 pages), Pin Pile Test
Record sheet, Certificate of Certification -'for the t6st �am (3 Oag,es)
Distribution: Corke Amento h
(Jefis, Johanson: uo anson@corkeaf;ne-hto.corn Pacific Engineering Technologies
m f in
(Mark Uchimurx muchimuta@pacehqtec:h.co'_ and Underpi" ning , (Carl'Burris fax 425-486-40 . 25),
J,. Paci ic Pile
NWTeamworks (Josh Krause: irifo@nmeamworks.coin , TAT, File
JUL 2 12004
PERMITCOUNTER
File�Nb. 1.1136-001 -00, TIMIOO
July'16, 2004,
Pin piles were insta*lldd by:P'cific Piling and'Underpinning
�y a i
o The, pin piles -were installed, using a,140-pound� hand operated pheurnwicJack-lian-uners.
9 �The.pin, piles consisted ol"5.254bot lohg lengths of 27inch diameter A8TM. A53 Grade. A ERD
'S.ch6dule.'80 pipe.
• Slip connections between the piles c6isi'sted of 1.75�-inch steel bar. The connections were 12-
.inches long 'Willi a 2-;inch long sleeve [pre-welded'at't . he mid.dle of:the. bat for a total apparent
additional pile length of 2-inches once installed. No. welding was completed during.the installation.
• Five piles were installed at 6.5 foot int6rvMs along the centerl-ine of the -trench (see attached . pile
plan) I
• The piles were advanced unti[ embedment rates of less than 1-inch per n-finute were attained at
embedment depths of 17 to 25 feet (speattached Pin. Pile InsidliationRecord summary'sheets).
• The piles were cut-diff -at qpproximatOly,94nches- below estimated finish. slab elevation per NW
Teamworks.
o Pilecaps consisting of a 1/4-inch thick, 4-inch by 4�inch plate that had been Welded on tb 18-indh
long 1.75-inch steel baeg were,slipped'ipto the too -of each pile. The steel bars of �some of the pile
caps were cut down to 1.2-inches in l6ngth to avoid interference. with slip connections per the
structural engineer (Mark.Uthimdra of Pacific Engineering Technologies).
Pin Pile #1 was load tested by Pa * cific Piling And Underpinning
• A load test criieria of-8,000 ouhds was!S
p , pecified,(200% of the 4,000 pound design load) with less
than 1/7.-inch. of additional embedme.pt. t
• The,loadlest was completed with a Simplex 100-ton ram reacting against a steel load frame that
was, bolted.to the building. An Enerpac gage and hand. pu ' mp were used to charge the ram.
• An incorrect gage calibration relationship* Was used during. the. initial load test and Pile #1 was
loaded in excess of the t6qui.red test criteri�. Pile #1 was loaded -to approximately 11.25 . 0 pounds
(1,000 psi -gage pressure) with 0.084 inches o f additional embedment and then to approximately
10.500 pounds (1,700 p4i gage pressure) which resulted . in additional embedment of 1.75 inches
(see attached P1 , n Pile Installation. 1�ecord summary sheets).
• Pile #1 was- unloaded and then driven with little or no.embedment following the initial load test.
The'load test was repeated using the correct'gage calibration relationship. A load of 8,100 pounds
(approximately 200% of the 4,000 pound design load) resulted in a total of 0.019 inches of
.additional embedment. The 8,100 pound load was niaintaindd-fdr-10 'minutes.
• Based on our,observations- and measurements, Pile#I met. the required load test criteria. It is our
opinion that Piles.#2 through #5 also , meet the required load criteria because of the�consistent
installation activities at the -site.
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12-inch wide saw cut trench at1west edge of Unit #101 patio slab. Note
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the exposed aggregatebourtyard slab to the, west.(right)
Ebb Tide Condominium: July 1.6, 2004
GWENGIREER��r
Earth Sciences + Technology Photo Sheet #11: Pin Piles
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welded onto 18-inch long 1.75-inch steel bar. Note: some of the top plate bars
were cut down to 12 inches to avoid interference with slip couplers.
GEoENGINEER Ebb Tide Condominium: July 16, 2004
Earth Sciences + Technology Photo Sheet #2: Pin Piles
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Gage pressure at -720 psi resulted in ram force of -8,100 pounds or -200
percent of design load. A total of 0.079 inches of additional embedment was
recorded during the load test.
Ebb Tide Condominium: July 16, 2004
GMEKGIREEA��r -
Earth Sciences.+ Technology Photo Sheet #3: Pin Piles
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GE6ENGINEER��r
January 30,'2004
Corke Amento, Inc.
710 Second Avenue, Suite 820.
-Seattle, Washington 98104
Attention: Cory Heins, c/o Jens Johanson
Subject: Report
Settlement Evaluation
Ebb Tide Condominiums,
Edmonds, Washington
GEI File No. 1113 6-001 -00
INTRODUCTION
GeoEngineers is pleased to present this report summarizing our evaluation of the settlement at the
Ebb Tide Condominiums in Edmonds, Washington. The purpos'
e of our services is to evaluate settlement
of a portion of aliving room and patio slab at Condominium Unit #101, settlement of an adjacent wall,
and general settlement within a courtyard area west of the building. Our services were completed in
general accordance with our December 3, 2003, proposal authorized by Cory Heins of the Ebb Tide
Condominium association. The location of the site is shown on Figure I ' Vicinity Map,
The Ebb Tide Condominium building is located at 200 Beach Place adjacent to the shore of Puget
Sound in Edmonds, Washington. We understand that'high tides and winds during a storm on October 28,
2003, resulted in.waves overtopping the beach wall and flooding a courtyard area located on the west side
of the building and the bottom floor of the building 'to a depth of approximately � feet. A portion of a
living room and patio slab of Unit #101 on the ground floor Was found to . have settled approximately I to
3 inches following the flooding. An adjacent wall- that extends to a height of ap
proximately 2 feet above
the courtyard surface also settled and tilted away from the building.
SCOPE OF SERVICES
The purpose of our services is to document ' settlement at the site, evaluate subsurface conditions
beneath the settled floor and patio slab and adjacent wall, and recommend conceptual . settlement repair
alternatives. No specific design plans for repair of the building are included in our scope of services. We
recornmend that the results of our service . s be reviewed upon completion and. used to assist in generation
of specific repair design plans.
Our specific scope of includes:
1. Review maps and references relative to the project area currently in our files.
.2.. Complete a general reconnaissance of the site and measure and document the amount of settlement at
the patio slab and wall.
3. Subcontract a cofing contractor to core three 8-inch diameter holes throug I h the concrete slab in the
settled patio and adjacent area and one 8-inch diameter hole through the concrete slab adjacent to the
north courtyard wall.
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Corke Amento,
January 30,2000.
Page 2
4. Complete hand auger explorations to evaluate subsurface soil and groundwater conditions at the site
of the four concrete core holes and at one location adjacent to the settled wall.
5. Complete hand driven relative density drive -probe tests at the site of the four concrete core holes.
6. Develop conceptual repair al ternatives based on the results of our evaluations.
7. Summari ze the results of our evaluations in a letter report that includes our professional opinion
regarding the cause of settlement at the site and conceptual recommendations for settlement repair
options.
SURFACE CONDITIONS
.GENERAL
The Ebb Tide Condominium building is located on the shore of Puget Sound in Edmonds,
Washington. The five -story building consists of residential condominiums with a parking area
immediately east of the building and a private courtyard immediately west of the building. A 2-foot high
stucco -coated cement masonry unit (CMU) wall. separates the courtyard from a City of Edmonds park to
the south and.the beach to thewest (see Figure 2, Site Plan, and Photographs in Appendix` B). A 6-foot
high CMU - wall is located on the north edge of the courtyard. Tle courtyard surface consists of an
exposed aggregate concrete surface with occasional planter areas. Sumps with electric pumps are located
at the southwest and northwest comers of the courtyard. :
The ground surface in the vicinity of the building is 'generally level and situated slightly above sea
level with a narrow sand beach immediately west. of the private courtyard. Residential and commercial
buildings are located adjacent to the building. Tle Edmonds -Kingston ferry terminal is located north of
the building and the Edmonds Marina is located south of the building. We understand that the City. of
Edmonds Park located south of the site was reconstructed in 2003. Based on discussions with m'
embers
of the Condominium Association, the reconstruction included remo . val of old pilings and installation of a
new bulkhead along the shore of the park using vibratory equipment and heavy cranes to install the piles
which are part of the new bulkhead.
Based on the September 4, 1964, architectural and structural plans for the building titled "20-Unit
Apartment., Edmonds, Washington" (Charles , Morgan and Associates, Architects), the building is
supported on treated wooden piles driven.to a 20-ton capacity. Tlie tops of the piles are connected and
bridged by a series of concrete grade beams that in turn support the concrete floor slab and CMU walls.
Concrete patio slabs are shown extending 8 feet to the west of the building. The slabs are shown to be
4 inches thick and reinforced with steel mesh. The private courtyard and walls are not shown on the
plans. Instead, the plans show the beach surface sloping down to the west from the west edge of the.
patio.
EVIDENCE OF SETTLEMENT
GeoEngineers completed visits to the site on December 16 and 22, 2003, to observed site conditions
and complete evaluations. Settlement was observed at Condominium Unit #101 at the southwest comer
of the building and within the private courtyard area west of the building. The north, south, and east
portions of the building were not examined during our evaluation as there were no reports by the residents
of settlement in these areas.
G e o E n g i n e e r s FfleNo. 11136-001-00
Corke Amento*
January 30, 2004
Page 3
Condominium Unit #101
Condominium Unit #101 is located on the ground floor at the southwest comer of the building. An
approxiii ately 5-foot deep (east -west), 1.4-foot wide (north -south) extension of the condominium's living
room extends west onto the patio area. The roof of the living room extension consists of the overhanging
deck of the unit above and the west face of the extension consists of aluminumclad sliding glass doors
and windows. The south wall of the extension consists of the original CMIJ wall for the south side of the
building and the north wall of the extension is faced with stucco and appears to have been instilled after
the main building was constructed. The living room extension appears to be located west of the pile -
supported section of the building.
Evidence of significant settlement was observed along the top and base of the windows and sliding
gla * ss doors. Approximately 1 -.to 3-inches of vertical separation was observed between the top and base
of the sliding glass doors and window firaines and the adjacent wall sections. Horizontal gaps ranging
from 0. 1 - to 0.3 inches were also observed between the adjacent window and sliding glass door sections.
In addition, a vertical separation of approximately 0.6 inches was observed at the base of the north wall of
the living room extension. Based on our visual examination, no evidence of significant settlement was
observed adjacent to the courtyard at the other ground floor condominiums, units #102, #103, and #104.
Evidence of significant settlement and tilting was also observed at the wall immediately west of the
living room extension. Five vertical cracks, ranging from 0.l.to 0.5 inches wide, were observed at the
wall and the top of the wall was observed to be tilting slightly out to the west. Horizontal separation of
approximately 0.35 inches was observed between the base of the wall and the adjacent patio slab. No
evidence of other gaps or paths for transmission of water or soil was observed in the vicinity of the settled
wall or Unit #10 L
Based on discussions with members of the Condominium Association, the settlement at Unit #101
occurred during or immediately following the flooding event on October 28, 2003. We understand that
the courtyard area and adjacent condominiums were flooded to a depth of approximately 2 feet during the
flooding event when storm waves overtopped the west wall. We also understand that the electric sump
pumps located in the courtyard area did not flincti-on during the flooding event because of a power outage.
Private Courtyard Area
The private courtyard area is located on the west side of the building and is approximately 100 feet
long (north -south) and 30 to 36 feet wide (east -west). The courtyard surface is composed of exposed
aggregate concrete with occasional planter areas and. is bordered by CMU walls to the south, west and
north. The courtyard area does not appear on the September 4, 1964, architectural and structural plans
and appears to have been constructed after that time.
Evidence of general settlement was observed within the courtyard area. The evidence included
several V8-inch to Y4-inch wide cracks with vertical offsets up to V2 inch throughout the courtyard area. In
addition, the east edge of the courtyard appears to have settled approximately 0.5 to I inch below the west
edge of the patio area connected to the building.! Settlement appears to have also, resulted in an
approximately 0.5- to 1.5-inch vert ical gap beneath an approximately 14-foot long section ' of the CNW
wall at the north edge of the courtyard. Based on discussions with members of the Condominium
Association, the settlement within the courtyard area occurred during the last few to tens of years.
G e o E n g i n e e r s ReNo. 11136-001-00
3
Corke Amento,
January 30, 2000
Page 4
SUBSURFAC� CONDITIONS
LOCALGEOLOGY
Based on the maps tilted "Preliminary Surficial Geologic Map of the Edmonds East and Edmonds
West Quadrangles" (Mackey, 1975) and "Coastal Zone Atlas of Washington, Snohomish County"
(W;shington Department of Ecology, 1977), the site is underlain by modified land composed of artificial
fill. Based on the maps and topography, we mifer that the site and general vicinity was likely a broad low-
lying beach or an estuary prior to placement Of artificial fill. Based on discussions with members of the
Condominium Association, we understand that a sawmill was located at the site some years prior to
construction of the building.
SUBSURFACE EXPLORATIONS
GeoEnginqers completed subsurface explorations at the site on December 16, 2003. The explorations
included coring holes in the concrete slab and completing hand auger and drive probe evaluations. Voids,
from 4- to 6-inches deep, were encountered beneath the concrete slab near Unit #101. Ile voids were
found to extend laterally 2 to 7 feet beneath the concrete slab near Unit #101. The presence of voids
beneath the concrete was also evaluated during the December 22, 2003, visit by tapping the concrete
surface with a small hammer.;.Areas of known voids near Unit #101 had a hollow sound when tapped
with the small harnmer. In addition, the concrete landing slab at the courtyard access door between
Units # 103 and #104 appeared to sound hollow. Hammer sounding tests elsewhere were inconclusive
because of the presence of ceramic tile on the concrete or differences in concrete type or condition.
The results of the hand auger and drive probe evaluations are summarized below.
Hand Auger Explorations
A total of five. hand auger explorations were completed at the site. Representative soils samples were
collected from the boring's and were visually classified by a representative from GeoEngineers. The
approx. imate locations of the hand auger explorations are shown on the Site Plan, Figure 2. Logs from the
hand -auger explorations are presented in Appendix. A.
Subsurface conditions encountered in the four hand auger explorations completed in the slab area
(HA-1 to HA-4) include fine to medium sand with varying amounts of -slit and concrete/organic debris to
the bottom of the explorations at 2 to 5 feet. Deeper hand auger explorations in the slab areas were not
possible because of caving sand.
Subsurface conditions encountered in the hand auger exploration located immediately west of the
wall adjacent to Unit # 101 (HA-5) consist of a thickness of 1-foot of topsoil overlying fine to medium
sand with silt and occasional gravel to a depth of 5 feet. - Soft peat was encountered from a depth of .5 to
6 feet. Fine to medium sand with silt and occasional gravel was encountered from a depth of 6 feet to the
bottom of the exploration at 6.5 feet.
Drive Probe Evaluations
A total of four hand drive probe evaluations were completed at hand auger locations HA-1 to HA4.
The drive probe evaluations were completed using an 11-pound slide hammer used to drive Y2-inch
diameter steel pipe. The number of 30-inch drops of the hammer needed to drive. the steel pipe for each
1-foot interval of depth were recorded at each site to estimate the relative density of soil at the tip of the
G e p E n g i n e e r s FfleNo. 11136-001-00
Corke Amento,*
January 30, 2004
Page 5
probe. The drive probe evaluations completed in the slab area adjacent to Condominium Uni t #101
(HA-1 to RA-3) suggest loose to medium dense soil conditions from the surface to depths of 6 to 7.5 feet.
Refusal in dense to very dense soil conditions was encountered beneath the loose to medium'dense soil at
6 to 7.5 feet. The drive probe evaluation completed at HA4 near the north courtyard wall encountered
refusal on concrete at a depth of 2 feet.
CONCLUSIONS
GENERAL I
Based on our evaluation, both short-term and. long-term settlement damage has occurred at the
Ebb Tide Condominiums. Settlement damage in the private courtyard area west of the building appears
to be'the result of long-term settlement from soil consolidation or soil loss beneath the slab area.
Settlement damage at Condominium Unit #101 appears to be the result of short-term settlement directly
related to loss of slab support from flooding on October 28, 2003.
We understand that the City of Edmonds completed improvements at the park located immediately
south of the site in 2003. Vibrations associated with removing old bulkhead piling and installing new
bulkhead pilings at the park may have contributed to settlementat the Ebb Tide Condominiums.
However, without vibration and settlement monitoring data collected at the site it is not possible to show
a direct cause -and -effect relationsh ip between vibration during the City of Edmonds work and settlement
at the site.
SETTLEMENT IN COURTYARD AREA
Based on the results of our explorations and review, relatively loose. artificial fill soils ar . e pTesent to a
depth of approximately 6.5 to 7.5 feet below the ground surface at the site. The presence of the artificial
fill likely influenced the decision to use a piling system to support the building as described on the
September 4, 1964, architectural and structural plans. However, the courtyard area.appears to be
supported only on underlying soil. Long-term consolidation by loading and/or re -sorting. of the. fill
material to a more dense condition by flowing water likely has. resulted in settlement of the courtyard
slab. Alternatively, the settlement may be associated with decomposition and degradation of organic
materials such as the peat material encountered in HA-5 or logs or other debris within the artificial fill at
the site.
Cracks are present in the courtyard area slab. The cracks are largely aesthetic issues and do not
significantly impact the. slab performance. However, infiltration of water through the cracks could impact
subgrade soils. In addition, the cracks may present a tripping hazard. -Grinding and sealing of the cracks
will likely reduce the risk of water infiltration and tripping.
Slab settlement beneath the wall at the north edge of the courtyard does not appear to currently affect
wall performance. However, continued slab subsidence could result in future wall damage. Filling of the
void beneath the wall with grout or concrete will likely reduce the risk of future wall damage.
SETTLEMENT AT CONDOMINIUM UNIT #101
Large -void spaces, 4- to 6-inches deep and extending laterally up to 7 feet, were encountered during
our explorations beneath the concrete, slab at, and immediately adjacent to, Unit #101. Weconcludethat
flood water from the October 28, 2003, storm event flushed soil out from beneath the non -pile supported
G e o E n g i n e c r s ReNo. 11136-001-00
Corke Amento
January 30, 200
Page 6
portion of the living room and patio at Unit #101. The flood water likely flowed from the surface to the
subsurface through the gap between the wall and slab at this locatiom Soil removed from the beneath the
slab likely flowed into voids beneath the pile supported building. Alternatively, soil may have flowed
into voids associated with buried organic materials or debris.
The loss of support and significant settlement damage appears to be constrained to areas where voids
are present beneath the unsupported slab area. The adjacent building area supported by pile foundations
appears not to have settled.
No evidence of significant settlement was observed at nearby Units # - 102, #103, or #104 on the
ground level. However, these units could experience settlement damage sirnilar to that of Unit #101
should future loss of soil support occur.
FOUNDATION REPAIR RECOMMENDATIONS
GENERAL
Our general recommendations for foundation improvements at the Ebb Tide Condominiums in
Edmonds are summarized below. These recommendations are based on our current understanding of
subsurface soil and groundwater'conditions at the site and the planned improvements as discussed during
our meeting at the site on December 22, 2003.
We recommend the use of pin piles or helical piers to underpin support the settled portions of the
concrete slab area and adjacent CNW retaining wall. Our recommendations may be applied to the settled
portions of Condominium Unit #101, the adjacent patio area, the adjacent wall, and portions of the private
courtyard, as appropriate. The following recommendations should be supplied to a structural engineer to
design appropriate construction plans. We recommend that GeoEngineers review the final design pl ans
prior to construction.
PIN PILES
General
Pin piles generally consist of 2- to 6-inch diameter steel pipe driven using a hydraulic. hammer
mounted on relatively small and lightweight portable or tracked equipment. Pin piles are typically driven
to practical refusal, which is generally defined as I inch of p en etra tion i n a time period of about 15 to
20 seconds depending on' the pipe size and harnmer weight. Single pipe sections up to 21 feet long can
conn nonly be driven into the ground and additional pipe sections can be added until the required refusal
criteria are obtained. The pin piles can be driven to variable depths and through deep soft ground
conditions until the desired capacity is obtained.
Although the pin piles provide some stiffness, we recommend that lateral support for the foundation
improvements be.provided through a structurally designed connection to the existing building or other
appropriate method as determined by the structural engineer.
Pile Lengths
Pin piles should extend at least 16 to 20 feet below the ground surface and a minimum, of 10 feet into
the medium dense to dense sand. deposits, whichever. is deeper. If the refusal. criteria is not achieved or
the design, capacity not met at these lengths then additional pipe sections must be added and the piles
driven deeper until the required capacity is met. We recommend piles having a minimum length of
G e o E n g i n e e r s FfleNo. 11136-001-00
Co'rke -Amento, 9
January 30, 2004 10, '40
Page 7
25 feet be used for planning and estimating purposes. Load tests as recommended in a following section
may indicate that less penetration will be sufficient to provide the required design capacity.
Pile Type and Driving Criteria
We recommend that all pin piling be 3- or 4-inch extra strong ASTM A-53, Grade A, galvanized,
Schedule 40, steel pipe. We recommend that the pin piles be driven using a 650-lb. (3-inch pipe) or a
850-lb. (4-inch pipe) hydraulic hammer at a rate of 550 to 1,100 blows per minute. the piles should be
driven to practical refusal, which is defined as a rate of at least 14 to 16 seconds per inch of penetration.
We recommend that the pin pile contractor evaluate the use of closed -end pipe piles to increase the
driving resistance in the fine to medium sand underlying the site. If the driving criteria stated above are.
met, it is our opinion that the 3- and 4-inch pin piles will provide allowable axial bearing capacities of
approximately 4 and 6 kips, respectively.
We recommend geotechnical inspection and load te sts on at least 5 percent of the piles (minimum of.
one pile test).. The load test should be in general accordance with ASTM Standard D 1143-81 for static
axial compressive loads on piles.
"ne load tests should be performed by loading the piles in 25 percent increments up to 200 percent of
the design load. -A load test would be considered acceptable if there is less than Y2 inch of vertical
movement under the:.test load. Tle. 200 percent load should be held for a minimum of ten minutes to
monitor vertical movement.
The pile load tests may determine that shorter piles can be used than those driven to practical refusal.
We recommend that the load tests should be completed on the first pile at each location so that
penetration requirements can be adjusted accordingly for the remaining piles at that location*;
Helical Pier. Foundations
Helical pier foundations are *generally screwed into the ground to the desired depth or until specified
resistance criteria are met. The piers have a square shaft 1.5 to 1.75 inches on a side and typically come
in standard lengths up to 10 feet long. A single helix or multiple helices can be welded to the shaft to
achieve the bearing capacity requirements. The helices on the shaft range from 6 to 14 inches in
diameter.
Based on our evaluation, the helical piers must have at least one 10-inch helix screwed in to a depth
. of at least 14 feet to provide an allowable axial bearing capacity of approximately 4 kips. If a 12-inch
helix screwed into a depth of at least 14 feet is used, an allowable axial bearing capacity of approximately
6 kips would be provided. The piers should be installed such that the helix is drilled at least 4 feet into
the medium dense to dense sand deposits located at a, depth below approximately 7 to 8.5 feet below the
ground surface. The recommended minimum length of 14 feet will typically require at least one joint for
each pier foundation. Helical shaft joinU typically have a significant amount of slack. For this reason we
recommend that lateral support for the foundation improvements be provided through a structurally
designed connection to the existing building st ructure or othei appropriate method as determined by:the
structural engineer
We recommend that a load test be performed on the first helical pier installed at the site by loading
the helical pier in 25 percent increments up to 200 percent of the design load. A'load test would be
considered acceptable if there is less than Y2 inch of vertical movement under the test load. The
G e o E n g i n e e r s FfleNo. 11136-001-00
Corke Amentolp
0
January 30, 200
Page 8
200 percent load should be held for a minimum of ten,minutes to monitor vertical movement. The load
test will provide verification of the allowable axial bearing capacity with an empirical correlation that is
based on torque measured during installation.
Due to the proximity of the site to the salt water in Puget Sound, the helical pier foundations will be
susceptible to corrosion. We therefore recommend that galvanized steel or equivalent corrosion
protection be used in the de8ignof the helical piers.
CONTRACTOR SELECTION
We recommend that the installation of pin piles or helical piers be completed by a contractor
experienced and sldlled in this method of repair. We can provide the names of two or three such
experienced contractors if requested.
MONITORING AND TESTING
In addition to monitoring the pin pile and helical pier load tests, We recommend that installation
monitoring be completed by GeoEngineers to verif� subsurface conditions and installation procedures.
Installation monitoring should consist of observing the installation of each pin pile or h.elical pier and
recording the length of each pile or pier below grade and the penetration resistance. Any unusual
conditions encountered during ' installation should also be recorded. The purpose of the monitoring is to
verify the torque or driving resistance and allow modification to the installation requirements if
appropriate.
LIMITATIONS
We have prepared this report for the exclusive use of Corke Amento, Inc., and Ebb Tide
Condominiums and their authorized agents to assist in evaluating and mitigating settlement at the
Ebb Tide Condominiums.
Our recommendations are intended to improve the overall stability of the site and to reduce -the
.potential for future property damage related to settlement. However, all construction involves risk, only
part of which can be mitigated through qualified engineering and construction practices. Favorable
performance of structures in the n * ear term does not imply a certainty of long-term performance, especially
under conditions of adverse weather'or seismic activity.
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with generally accepted practices in the field of geotechnical engineering in this area at'thei time this
report was prepared. No warranty or other conditions, express or implied, should be understood.
Any electronic forni, facsimile or hard copy of the original document (email, text, table, and/or
figure), if provided, and any attachments are only a copy of the original document. The original
document is stored by GeoEngineers, Inc. and will serve as the official document of record.
Please refer to the Attachment C titled "Report Limitations and Guidelines for Use" for additional
information pertaining to use of this report.
4 .0. 0
G e o E n g i n e e r s FfleNo. 11136-001-00
nto,
Corke Ame
January 30, 2004
Page 9
We appreciate the opportunity to work with you on this project. Please call if you have any questions
regarding this report.
Yours very truly,
GeoEngmeers, Inc.
Boyd E. Benson, LEG
EXP19E�S
KrIIIUVUI%J.'DRUb45xI.�
Principal
BEB:KGB.mh
Redm:\OO\Fi.naIs\I 113600100Rdoc
Attachments: Figure I — Vicinity Map
Figure 2 — Site Plan
Attachment A - — Hand Auger Logs
Attachment B — Photos
Attachment C — Report Limitations and Guidelines for Use
Four copies submitted
G e o E n g i n e e r s FiIeNo- 11136-001-00
M
All
V
EBB TIDE CONDOMINIUMS
--4 W -_4
UNIT UNIT*103 -02
UNIT #1
Ell7 ... ..
................ -------------
C;" SL-oc' Pilo.
0�1
GAP BENEATH WALL
HA-4
M
COURTYARD AREA
03
M
0�
I
OU N, 0
b
-0
0
0 Notes: 1 - The locations of all features shown are approximate.
N
2. ;,�h[, jigui-6 is for in formational purposes only. It is intended to assist in the identification of.features
:2 ,s. . :
s ussed in a related document. Data were compiled from sources as listed in this figure. The data
ources do not guarantee these data are accurate or complete. There may have been updates to the
d: data since the publication of this figure. This figure is a copy of a master document. The master hard
copy.is stored by GeoEngineers, Inc., and will serve as the official document of record.
Reieren'c*e': :'Sheet A—,l, Charles Morgan & Associates, September 04, 1964.
HA-8
HA-2
1111111111111M
#101
U V IIN%3 NUUM r-A I r-1N1%:dVV4
AN,D SETTLEMENT AREA
4
Ll
-5
TILTED WALL
Aft
WALLf
EXPLANATION:
0 20 40
H.A-1 + HAND AUGER
SCALE IN FEET
GWENGINEE.R�� SITE PLAN
Earth Science + Technology FIGURE 2
GEoENGINE.ERS
ATTACHMENT A
HANDAUGERLOGS
WN
IV - V
A1111111L ANIL
SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUPNAME
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
GRAVEL
CLEAN GRAVEL
COARSE
GP
POORLY -GRADED GRAVEL
GRAINED
More Than 50%
SOILS
of Coarse Fraction
GRAVEL
GM
SILTY GRAVEL
Retained
on No. 4 Sieve
WITH FINES
GC
CLAYEY GRAVEL
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SAND
CLEAN SAND
More Than 50%
SP
POORLY -GRADED SAND
Retained on
No. 200 Sieve
More Than 50%
of Coarse Fraction
SAND
SM
SILTY SAND
SC
CLAYEY SAND
Passes
.
WITH FINES
N a. 4 Sieve
ML
SILT
FINE
SILT AND CLAY
INORGANIC
GRAINED
CL
CL AY
SOILS
Liquid Limit
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
Less Than 50
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
-More Than 50%
SILT AND CLAY
INORGANIC
Passes
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
No. 200 Sieve
Liqui . d Limit
F�
RGANIC
OH
ORGANIC CLAY, ORGANIC SILT
50 or More
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
SOIL MOISTURE MODIFIERS:
1. Field classification is based on visual examination of soil In
Dry -
Absence of moisture, dusty, dry to the touch
general accordance with ASTM D2488-90.
2. Soil classification using laboratory . tests
Is in general
Moist -
Damp, but no visible water
accordance with ASTM D2487-90
Wet -
Visible free water or saturated, usually soil Is obtained from below
3. Descriptions of soil density or consistency
are based on
water table
interpretation of blow count data, visual appearance of soils,
and/or test data.
GWENGINEER
SOIL CLASSIFICATION SYSTEM
FIGURE A-1
fAsoila-l.doc
M' #6103
Date Excavated:
Logge#�, KHC/BEB
Equipment: Hand Auger
Surface Elevation (ft). Not determined
IF 106163
Date Excavated:
Logge#-y: KH
Equipment: Hand Auger
Surface Elevation (ft). Not detennined
W 96/03
Date Excavated:
0 Loggefl-
KHC
Equipment: Hand Auger
Surface Elevation (fty Not determined
r � V
I Date Excavated: 1003
Loggedf'. KHC
Equipment: Hand Auger
Surface Elevation (ft)- Not determined
0
'Z�
E
:3
z
MATERIAL �DESCRIPTION
OTHER TESTS
q
> — CL—
4) (D W
0
CL a
.2
-C&
—
CL 0
.0
AND NOTES
[FJ C),R
E E
M Co
0
T 0
0
2 E
>1
0 co
t
.
0
()
0—
TS
Topsoil
SP-SM
Brown fine to medium sand with silt and occasional fine gravel
(loose, moist)
SP-Sm
Light brown fine to medium sand with silt and occasional Fine
gravel (loose, moist to wet)
Fr
MWE
Dark brown peat (soft, wet)
SP-SM
Grayish brown fine to medium sand with silt and occasional fine
gravel
2
Hand auger completed at 6.5 feet on 12116/03
No groundwater seepage observed
Nnor caving observed at I to 3 feet
Now. See Figure A-1 for explanation of symbols
The depths on the hand auger logs are based on an average of measurements across the hand auger and should be considered accurate to 0.5 foot.
LOG OF HAND AUGER HA-5
Project: Ebb Tide Condominiums
GEoENGI*NEER Project Location: Edmonds, Washington Figure: A-6
Project Number: 11136-001-00 Sheet I of 1
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)pN,
77-7�
t-,- Ml
�7
_Al
Ebb
Ebb
Tide
Condominium:
December
16,2003
Photo Sheet
#13-1, Patio
XV
6N
rZ 'e�
'rc
, N �lfa
OR I
�
J,
aw1m, 'i
4iA,
GEoENGINEERS Ebb Tide Condominium: December 16,2003
Earth Sciences + Technology Photo Sheet #13-3, Exterior wall cracks