605 ELM PL.PDFiiiiiiiiiiiiii
11140
605 ELM PL
ADDRESS: 605 ELM PLACE
TAX ACCOUNT/PARCEL #: 00736400003600
BUILDING PERMIT (NEW STRUCTURE) BLD19860861
COVENANTS (RECORDED) FOR:
CRITICAL AREAS#: CRA19990245 DETERMINATION: [:]Conditional Waiver E]StudyRequired ZWaiver
CRITICAL AREAS #: DETERMINATION: El Conditional Waiver El Study Required E] Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER - list permit #'s):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: Not dated.
SEWER LID FEE $:
LID#: ESR-279
SHORT PLAT FILE: P-1-83 P 9-83
LOT: 36
BLOCK: ELM PLACE BLK 000 D-00 -
SIDE SEWER AS BUILT DATED: March 27, 1987
SIDE SEWER PERMIT(S) #: 07621
GEOTECH REPORT DATED: September, 1986
STREET USE/ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED: NO TAP CARD IN STREET FILE
OTHER:
L:\TEMP\DST's\Forms\605 ELM PL Street File Checklist 5-14-08.doc
7; 7 171
M
Use HUM ER
CITY OF E 6081164-'
DMOND.S.
)c PLICA ION
'ONSTR.,UCTION PERM IT APPLICA
ADDRESS
0" $Is' LID NO.
LE At. C ECK SUBUIV1510L N
DA N= hriw
HOMES, INC,
1�5�&. -Z 7
ILI
tr6et Y PER OFFIC AL STREF.1] "P
puBLIC RIGHT OF WA
TELEPHON NQ BE
REOUIPfOGEGI�ATIOY
PISTING
Ea'm6nds 775-2,033: Pq I 0.POSiO.ZRT741r
T F WAY CONSt AMIT.REQUIAFD 0
Ri
�ON RH
I G SULTANTS CTOU
E TO E Be PERMIT a
p AOqRfS3
"Ith Strqpt SeE-.ENOINEI
EFRNO =
XXX2Q3L-'JL
TY
745-6569. AEMAR
MukilteQ
NkME
/12
�HOMELAW) HOMES NQ.. It 11)11Ce4W& .-ZkT
�4
�ITS
ou FIXTURE U
l� ADDRESS E �coip,;G SUPPLY SIZE
METER S
r t
'221 James Stree. .
CITY TELE�PHONE NUM PC
' AM
7 7 5 0 33
RP Ind's
BE
57' F. UC � Nu _VIEW
WON AMk
or M *174 POSE G PLETE EXEMPT
0 M AL�OWEO
t6H. I E
H LINE 0
Pro Include all as
r piV011 of*
0 it Ise)
&ch* u DO
p'LANNIpid F!EVI
CU
t _Om
"u
.pf Ed-monds
�PLUMBING
NEW AIEWDEN�
ECHA
AJxVAITEA
Q SIGN TYPEI!
REPAIR W 4� 1 HEIGHT
CHECKEDaY : I ��: � ;'!, I . I I A
M.EXCAVATE. FENCE 11
CpWPANC7 �op�:UPANT
DemousH, L-4 OR FILL
Swim SPECIAL INSpECTOA ORO , UP LOAD
MODE RED
IN 3 Pi
YES 0 No
AL MARKS
F�. RE"
APT. at��3 6
6e tj i5��
171, IF
NUMSE
aT9m1F41
.11MISER C;F OWELC No,
Two UNITS
Ar PLOj^A;)
CATTA0
"ArURE OP wOAK TO BE D"F
ALLIATION
IVU F.EE
T"M CHE5K FEE
'LOIN
P.Lumpmo
t
PHAN'—
4
qn�DINGJFILL
thjS_p'jrrtjjI,COVdrVwOtk to One on,pri4ate.prooifty ONL
An �Onstruc.jfon on the �ublic� do ' rnaln (q,urt�s, sldew�lks,
STATESUPICI.4ARO1,
y 09pi P, In
atC,),will t r SsparBtP.oe! I set on,
p on,, 180biYS
ENERGY CODE
Uni'lit 1 year 7 provided Work Is S,terted:Wlth)n 180LOsyS
peffnit,
0 6emil 161 his Or. he r 3 5
n and -and hold
in I
I%Sdr* in Interest, 1 '406 its officials
the C
harrn4SS Ity of I?1d
agents. I!, I I d . a as o
It il t lip, _nce
whatirver nstlurs. 0.14sing to. PLAN CHECK D� T
ps"ji. lasuancle r I not Of, Ina CO
Of th!
�w r
rnodit) or redu�i We ent 91 �AY ql�
iKeal it to enforce ' or Irsnp9 TOTAL AMOUNT IDUE
nor filmit in any way
ed, V
t Isapp ca on; a -A
I ?�ikeb.y acknowl _gS the I read A ENT1,0!+ APPLIC NTION AP"01 AL
I I nIOMmdjOn given Is Cd that I fLm the own�r, 01 the duty
tract;
ir. I agree to com:)Iy with city and THIS PERMIT This �pplllsallon 13 not 0 POrMIt UnIll
smutKortzed agent Of 14 Ow- '10(lz� ftS _
AVTH641� official or his
iiale-iiws rsguwpnq�"I and In doi.n I s w0fit But OHL, T`Hr iligned by the pyllolng d:;,eceipt is
- ed iheirsby. no berspa wlll=ioyed In 'yjoriat'on of The Labor Dep t)n &no fees are rpaidl� an
3 Compe Sa- w6k NO-rED U
�e proVilod
acknowledged in spa,
of the st , zi , eofrwfkolr�lglo�rltetstl ng to vvqlm�rw
nsuraml, N
Fi
CITY, OF
R, AW,ur T
V-1
77 7320
QN
ATTENTI
TRUCTURE
FU. TO U!�,g qFt qe qplGIN Fite �YEL
pUPY A OUILDINQJ OR S
IT IS PN�A'y HAP gEkN'MAdt)&*O ?NPOOOVAL Cit
\Ut,01-L A Fl"A�4 HAS N qftA!4.T.EO, Ubl� w3or
4k * CEWTIF"TC pp, qdqUPANCY PINK — OlmW G&D As
NAPTER 3,
'et n
07
. . ................
- �,A �' ��V�-
Z- 0. 7-
P A/ W' 114 6
s.cc..2 5, 7- ? 7 Al. R
-6-DA11,:5)A1z) < J - 3 E tVA-7
5,�5L,L Z- z -
ZOWV 7 7
tr�oo to
u
I
01) * ILE NO. qq-27 �6
Mritical Areas Checklist
----- ------------------------
---------------- --------------------
Site Information (soil s/topography/hydrology/vegetation)
1. Site Address/Location: 6!2 e5Z_ m PZ-A-C—E
2. Prop erty Tax Account Number:
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? _je�
yes; _ no.
If yes; how is site developed? P V 0
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
I 0-feet over a horizontal distance of 3 3 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
What season(s) of the year?
8. Site is in the floodway /1--,0 floodplain /V C3 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 mixed
urban landscaped (lawn,shrubs etc) 4,:::-
11. Obvious wetland is present on site:
------------------------------------------------------ For City Staff Use Only ------------- — ---------- — -----------------------------
SJteJs.Z.qned.. ZM2 7�3
WIVA"',74M
Ad- pjj a)
�ca_chk.doc� Rev 10/03/97
City of Edmonds
V r
Auu
N�W CRITICAL AREAS CHECKL18T
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit 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 available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her 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.
Please 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 pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the _appropriate column below).
Owner/Applicant:
r2c 622'Lad 6�v
Name
(F/- 144
Street Address
P
city State Zip
Te
Signature
Applicant Representative:
.
Name
I /,�()S—
Street Address
city State Zip
Signature
Date
c:recepdon\jana\cac1.doc
Date
(over)
I PLAUtq LU
4:
thII!Y-IN:3111261:
HIEZ Cal i-A.T:3 F.-. I fitf &WID) 11141 ; 1,
-TWr-wI=rbb 0 11 low:
m
P-M ASSDCI^-rF-u
EARTH
Am
0
SUBSURFACE EXPLORATION AND GEOTECHNICAL ENGINEERING REPORT
ELM PLACE RESIDENTIAL DEVELOPMENT
EDMONDS, WASHINGTON
I. PROJECT AND SITE CONDITIONS
1.0 INTRODUCTIO14
This report presents the results of our subsurface exploration, geologic,
and geotechnical engineering study for lot nos. 30, 31, 32, and 36 in the
Elm Place Residential Development in Edmonds, Washington. The proposed lot
locations and approximate locations of the explorations accomplished for
this study are presented on the Site and Exploration Plan, Figure 1. In the
event that any changes in the nature, design or location of the structures
are planned, the conclusions and recommendations contained in this report
should be reviewed and modified or verified as necessary.
1.1 Purpose and S ope
The purpose of this study was to provide subsurface data to be utilized in
the design and development of the above mentioned project. Our fie-ld study
included excavation of 5 exploration pits and performing geologic studies to
assess the type thickness, distribution and physical properties of the
subsurface soils. Engineering studies were also conducted to determine the
type(s) of suitable foundation(s), allowable bearing pressures, and drainage
considerations. This report summarizes our current field work and offers
development recommendations based on our present understanding of the
project.
1.2 Authorization
Written authorization to proceed with this study was granted by Mr. Marty
Spadafora of The Homeland Company on 27 August 1986. Our study was
accomplished in general accordance with our scope of work letter dated the
same. This report has been prepared for the exclusive use of The Homeland
Company, and their agents, for specific application to this project in
accordance with generally accepted geotechnical engineering and engineering
geology practices. No other warranty, expressed or impl ied, is made. our
I
observations, findings, and conclusions are a means to identify and reduce
risks. Such risks are inherent to development on or near slopes; it should
be understood that slope stability cannot be guaranteed.
2.0 PROJECT AND SITE DESCRIPTION
This report was completed with an understanding that one to two-story single
family residences with conventional wood -frame construction will be built on
the previously, referenced lots. Daylight basements are planned for the
houses on 1 ot nos. 30, 31, and 32. - No basement i s p 1 anned on I ot no. 36.
The properties were situated near the west central portion of the Elm Place
Residential Development, which is located to the southeast of the
intersection of Elm Street and 6th Avenue South in Edmonds, Washington.
Lots 30, 31, and 32, which are adjacent to each other, are approximately 40
feet by 60 feet and are situated to the southwest of a northwest -southeast
trending paved roadway. They are located on a hillside dipping downward to
the southwest with an approximate slope of 5H:1V (horizontal :vertical).
This slope continues until a small pond, with a diameter on the order of 20
feet, is encountered just beyond the lot property lines. A rockery had been
p 1 ac.ed around the perimeter of the pond. A 1 arge amount of f i 1 1 has been
placed on these lots creating a steeper slope near the pond (114:2V) and a
generally level area near the center of the lots. Total elevation change
across lots 30 and 31 was on the order of 10 to 15 feet. Lot 32 had an
elevation change of about 10 feet.
Lot 36, which is approximately 50 feet by 60 feet, is situated immediately
south of lots 30 through 32 and the pond. This lot was relatively level
except near the north toward the pond. At the time of our study, a large
fill pile was located on this lot.
3.0 SUBSURFACE EXPLORATIO14
our field stu - dy included excavating a series of 5 exploration pits to gain
information about the site. The various types of soils as well as the
depths where the soils or characteristics of the soils changed are indicated
on the exploration logs presented in the Appendix. The depths indicated on
the logs where soil conditions changed may represent gradational changes
between soil types in the field. our exploration pits were approximately.
located in the field by taping and pacing from known site features shown on
the site plan given to us by The Homeland Company (undated).
2
1 0 0
The conclusions and recommendations presented in this report are based on
the exploration pits completed for this study. The number, location, and
depth of the explorations were completed within site and proposal
constraints. Because of the nature of exploratory,work below ground,
extrapolation of subsurface conditions between field explorations is
necessary. It should be noted that differing subsurface conditions may
sometimes be present due to the random nature of deposition and the
alteration of topography by past grading and/or filling. The nature and
extent of any variations between the field explorations may not become ful ly
evident until construction. If variations are observed at that time, it may
be necessary to reevaluate specific recommendations in this report and make
appropriate changes.
3.1 Exploration Pits -
Our field study included excavating a series of 5 exploration pits with a
tractor -mounted backhoe. Each of the pits penetrated between 10-112 and 14-
112 feet below present ground surface and permitted direct, visual
observation of subsurface conditions. The materials encountered in the
exploration pits were studied and classified in the field by a geotechnical
engineer or engineering geologist. Al 1 exploration pits were backfil led
immediately after examination and logging. Selected saniples were then
transported to our laboratory for testing as necessary.
4.0 SUBSURFACE C014DITIONS
Subsurface conditions on the lots were inferred from field explorations
accomplished for this study, visual reconnaissance of the site, and review
of applicable geologic literature. As shown on the field logs, the
exploration holes generally encountered fill materials overlying natural
deposits.
4.1 Stratigraphy
Fill soils (those not naturally placed) were encountered in all exploration
pits. The fill ranged in thickness from 7 feet in EP-4 to 13-1/2 feet in
EP-3. As noted on the exploration logs, the fill generally consisted of
loose tomediumdense, moist, brown, silty, gravelly, fine tomedium sand
These materials
with organics and large amounts of rubble and debris.
probably originated from cut and fill operations on this and nearby sites.
Placement and compaction of the fill materials was apparently not
documented. The specific nature, extent, and uniformity of such materials
3
I
are therefore uncertain and unpredictable. During the diggibg of the
exploration pits, 1 to 2 feet of caving off of the sides of the pits was
quite common.
Natural soils beneath the fill materials consisted for the most part of
medium dense to dense, saturated, gray, gravelly, medium to coarse sands
local ly overlain by I foot of an old topsoil horizon. These sediments are
interpreted to be glacial drift derived from the Vashon Stade of the Fraser
Glaciation which was in this area approximately 15,000 years ago.
4.2 Hydrology
Ground water seepage was encountered in some of our exploration pits at the
time of our field study. The depth of seepage ranged from 10 feet to 14
f eet. Al 1 of the coarse sands and gravels at the base of the exploration
pits were in a wet or saturated condition and probably represent the current
site water table. In exploration pits 2 through 5, these sands produced
free standing water. The existence of a pond adjacent to the lots is a good
indication that the local water table is not deep. Other shallower seepages
were located near an old topsoil layer and in the fil 1. These seeps
represent water that has temporarily migrated to or been stored at these
locations.
N
0
II. DESIGN RECOMENDATIONS
5.0 RITRODUCTIO14
Our exploration indicates that the lots in question (nos. 30, 31, 32, and
36) appear to be suitable for the proposed residen ' tial development. Due to
the extensive quantities of uncontrolled fill placed on the lots, the
bearing stratum is 8 to 14 feet below existing ground surface. Therefore, a
deep seated foundation system wil 1 be required for building support.
6.0 SITE PREPARATION
The placement and grading of the fil 1 on the lots has generally prepared the
lots for residential construction with deep seated foundations. Excavation
of the basement areas should be undertaken with care since the fil I soils
are in a loose condition in many areas. Temporary cut slopes should not
exceed 1H:1V (horizontal :vertical). Even at this angle, some sloughing
shou.1d be anticipated. Excavated material stockpiled on site will be suject
to erosion and should be protected.
7.0 FOUNDATIONS
Due to the presence of 8 to 14 feet of uncontrolled fill and old topsoil in
the areas of our exploration pits, it will be necessary to support the
buildings on deep seated foundations which bear on the underlying, natural,
medium dense to dense, grey, gravelly sands. Several alternative fOUndation
designs may be utilized as discussed below.
7.1 Drilled -in Piers
Dril led -in concrete piers wil I provide suitable foundation support if
extended through the fil 1 and embedded a minimum of 6 feet into the
underlying natural soils. Piers with a diameter of 14 inches and properly
reinforced wil 1 be capable of supporting loads on the order of 8 tons per
pier. The actua I depth and I oad carrying capacity of each pier wi I I be
adjusted in the field during installation by the Engineering
Geologist/Geotechnical Engineer.
5
T�e utilization of this foundation system requires that the soils will stay
open after auger withdrawal while concrete is being placed. If the holes
wi 11 not stay open, it may be necessary to case the ho I es. In addition, if
excess water seeps into the hole during and immediately following augering,
it may be necessary to use a flexible drop chute or -concrete pump- with hose
to the bottom of the hole to assure that the water is adequately displaced.
Based on observations during our field exploration, it is our opinion that
the augered holes will generally stay open, although a few may need casing.
Water seepage near the bottom of the holes may present minor problems
especially with the downslope piers.
7.2 Auger Cast -In -Place Piles
Cast -in -place concrete piling (Augercast TM) may also be used for foundation
support. We recommend that the placement of all piles be accomplished by a
contractor* experienced in their installation. The actual total length of
each pile may be adjusted in the field based on required capacity and
conditions encountered during drilling. Since completion of the pile takes
place below ground, the judgement and experience of the Geotechnical
Engineer must be used as a basis for determining the required depth and
acceptability of each pile. Consequently, use of the presented pile
capacities in the design requires that all piles be inspected by a qualified
Geotechnical Engineer or Engineering Geologist from our firm who can
interpret and collect the installation data and examine the contractor's
operations. Associated Earth Sciences, Inc.. acting as the owner's f ield
representative, would determine the required lengths of pi les and keep a
record of the same.
AugercastTM piles with a minimum diameter of 14 inches wi 11 be capable of
supporting 15 tons per pile when embedded a minimum of 3 feet into the
underlying natural, gravelly sand sediments.
Although this* type of installation is usually significantly more expensive
than dri 11 ed-in piers, it el iminates the need for casing or concrete pumps
due to caving or water conditions.
7.3 Rock Trenches
The third presented foundation alternative for this site is rock trenches.
This system also has the advantage of being relatively low cost and can be
performed by the general contractor. Rock trenches have been utilized with
T
favorable success in many soil types around the Puget Sound area. The
trenches should have a minimum width of 4 feet and be excavated down to the
medium dense to dense, natural soils. Because of the potential for caving,
the actual trench width may be greater than specified. It would be
appropriate to backfill the trenches as the excavation proceeds to minimize
caving. The use of a larger, track -mounted backhoe with the teeth covered
will greatly speed trench excavation over the use of a conventional, rubber -
tired backhoe.'
To determine when suitable bearing has been achieved and to verify proper
rock placement, the Geotechnical Engineer/Engineering Geologist must be
present on a ful 1-time basis during footing trench excavation and backfil 1.
A pump may be required to control seepage so that the bearing level can be
visual ly determined. After the bearing stratum has been reached, the trench
may be backfil led. We recommend the use of 1 to 2 inch size, crushed rock
for backfill. The crushed rock must be tamped into place to achieve a
tightly -packed mass; this may be done with either a "Hoepac" type compactor
mounted on the backhoe or with the bucket of the backhoe itself. Staging
areas should be maintained so that the rock is not contaminated by mud prior
to placement in the trench. Equipment access to trench locations should
also be maintained.
Spread footings may be used for building support when founded oil rock
trenches properly constructed and bearing on the lower sands. Masonry
fireplaces are settlement sensitive and should be supported by 'the lower
sands as well. ' Footings which bear on ap . proved rock trenches may be
designed for an allowable bearing pressure of 2,000 psf including both dead
and live loads. Perimeter footings should be buried at least 18 inches into
the surrounding soil for frost protection. Interior footings need only
extend 12 inches below adjacent grade. However, a I I footings or rock
trenches must penetrate to the prescribed bearing stratum and no footing
shou 1 d be founded in or above 1 oose, organic, or existing f i 1 1 soi 1 s. In
addition, al I footings -should have a -minimum width -of 14 inches. -
Al I of the above given design loads may be increased by one-third for short
term wind or seismic loading.
Anticipated settlement of footings founded on pi le or pier foundations
should be less than 1 inch. For footings founded on rock trenches, the
settlement should be on the order of 112 inch. However, disturbed material
not removed from footing trenches prior to concrete placement could result
in increased settlements.
7
0
8.0 FLOOR SUPPORT
Slab -on -grade floors are not recommended for these lots due to potential
settlement problems associated with the extensive thickness and variability
of the fill soils. Crawlspace type construction with internal footings
founded on piles, piers or rock trenches will minimize problems associated
with the sites and should be the preferred construction method. The soi 1
below the f I oor system shou Id be covered with a vapor barrier to reduce
potential dampness. Adequate ventilation must be provided to prevent the
buildup of methane gas below the structures.
9.0 PASSIVE RESISTANCE AND FRICTION FACTORS FOR GRADE BEAMS
To obtain passive resistance against" lateral translation, the 'grade beams
must be backfil led with structural fil 1 compacted to 95 percent of the
Modified Proctor Maximum Density using ASTM:D 1557 as the standard. If
grade beams are placed on grade and then backfilled, the top of the backfill
must be horizontal and extend outward from the beam for a minimum lateral
distance equal to three times the height of the backfill * , before tapering
down to grade. With-'backfill placed as discussed, beams may be designed for
passive resistance against lateral translation using an equivalent fluid
equal to 250 pounds per cubic foot (pcf). This value includes a factor of
safety equal to 3 in order to minimize the amount of movement necessary to
generate passive resistance. The friction coefficient for grade beams will
be minimal on the organic fill.
10.0 LATERAL WALL PRESSURES
All backfill behind walls or around foundation units should be placed as per
our recommendations for structural fill and as described in this section of
the report. Backfilled walls which are free to yield laterally at least 0.1
percent of their heig'ht, may be designed using an equivalent fluid equal to
35 pounds per cubic foot (pcf). Ful ly restrained rigid (basemen t -type)
walls which cannot.yield should be designed for an equivalent fluid of 50
pcf.
The lateral pressures presented above are based on the conditions of a
uniform, horizontal backfill consisting of free -draining sand and gravel,
compacted to 90 percent of maximum density using ASTM:D 1557 as the
standard. A higher degree of compaction is not recommended as this wi 1 1
M
0,
i n c rease the pressure acting on the wa 1 1 Surcharges from adjacent
footings, heavy construction equipment, vehicles or sloping ground must be
added to the above values. Perimeter footing drains should be provided for
al 1 retaining wal Is as discussed under Section 11.0, Drainage
Considerations.
If the onsite soils are used for backfil 1, an equivalent fluid equal to 54
pcf should be used for the yielding condition. Since the wal I wi 1 1 be
restrained prior to backfil 1 ing, it should be designed for an equivalent
f luid equal to 72 pcf where onsite soil wil 1 be used for backfil 1. These
values do not include hydrostatic pressures. Because onsite fil 1 materials
are not free -draining, it is imperative that proper drainage be provided so
that hydrostatic pressures do not develop against the wal 1. This wi 1 1
involve installation of a blanket drain using imported gravel ful 1-height
against the wal Is. If a structure is below the water table, it must be
designed for hydrostatic uplift and lateral pressures as wel I as soil
pressures'. In this case, restrained ' walls should be designed using an
equivalent fluid equal to 90 pcf to account for soil and water pressures.
11.0 DRAINAGE CONSIDERATIONS
All retaining and footing walls should be provided with a drain at the
footing elevation (unless supported on rock trenches). Rock trenches may be
used as footing drains if they daylight or can drain by gravity away from
the bui lding. Drains should consist of perforated pipe enclosed in a pea
gravel, sand-fr * ee trench. They should be constructed with sufficient
gradient to allow gravity discharge away from the building. Roof and
surface runoff should not discharge into the footing drain system but should
be handled by a separate tightline drain. In planning, exterior grades
adjacent to wa I I s shou I d be s 1 oped downward away from the structure to
achieve surface drainage.
We are available to provide geotechnical engineering and monitoring services
during construction. The integrity of the foundation depends on proper site
preparation and construction procedures, and engineering decisions may have
to be made in the field in the event that localized variations in subsurface
conditions become apparent.
Thank you for this opportunity to be of service. We trust our findings,
conclusions and recommendations will be helpful in the successful completion
of your project. Should you have any questions or require further
assistance, please feel free to contact us.
Sincerely,
ASSOCIATED EARTH SCIENCES, INC.
A KA I / a .
Gary AAFlowers, P.G.
Principal
7-
Gary T.(A-obdell, P.E., P.G.
Principal
GAF/jaw
8608-24A
L 0 &. --I
VAS"Y <
4,
-P
0
ISTIL
S10NAL 1-14.11
10
'Z14 ST
EP-5
'Explorallo-l? PI-15
A
Pond
scale:
50
-50
ER I
EP-2-
EP-9
�36
�00
Figure 1: Site and*Exploration Plan AS SOCIATED
Elm Place EARTH
Lots 30, 31, 32, and 36 j SCIENCES2 INC
Edmonds, Washington
8608-24 jAugust 1986
0
F-Vlq
0
z
LU
E
EXPLORATION PIT LOGS
k
INUMBER EP-1
I I
aFniuFmir nr:nemorw%u
Loose to.medium dense, moist, dark and light
brown, silty, gravelly sand, with logs and brick
material. (Fill)
Peat layer from 12-21 to 13 feet.
Note: Minor caving from 2 to 11 feet.
Minor seepage at 11 feet and 13 feet.
X.:
J.:
B011
Dense, saturated, gray, graveily, medium to
�coarse sand.
NUMBER EP-4
0%
H
1
qg:nluF:FJT noMfIDIPTIAN
Medium dense, moist, dark brown, silty, gravelly
sand, with logs. (Fill)
5-
wood bark.
Medium dense -to dense, saturated,* gray, gravel y
coarse sand.
BOH
Note: Very minor seepage at base of hole.
Minor caving from 1 to 8 feet.
5-
Elm Place, Lots 30, 31, 32 and 36,
for the Homeland Company,
Edmonds, Washington.
ABSOCIATED
EARTH
BC IEFYCEB, INC
8608-24 jAugust 1986
LUJ
LLI
F
W4
LU
C0
czr
00
C)
V)
C UT Y o f: E D %.N D S
For Inspection Call 771-3202
Address of Construction:
LIE G' 2!. 1986
PUBUC WORM�11
0
Property Legal Description (Include all easements):
/,z T -3
Owner and/or Builder:
Contractor & License No:
Singl:e Family Residence
L
IODE SEWER P E R.M I T
PERMIT NO. 07621
VIA EDMONDS WAY
(4-o 6q L-TS, IAJ
Multi -Family (No. of Units
Commercial (No. of fixture Units
-Invasion into City Right -of -Way: No L'� Yes (If Yes., Right -of -Way
,Construction Permit required. Call One -Call -Center (1-800-424-5555) before any
excavation.)
Cross other Private Property; No V000" Yes (If Yes, easement required,
attach legal description and county easement number.)
I
PLU5�AEAD THE JTEMS LISTED ON THE BACK
17
v-a � 0 k-D
Y '6ertify that I Fa—ve read'and shall comply Date
with the items listed on the back.
Permit Fee: 00 Issued By:
Trunk Charge: Date Issued:
Assessment Fee: Receipt No.:
Partial Inspection:
Comments Date Initial
2q
Final Inspection Approved:'
"Ou
Date Initial
Rejected:
eason Date —T—nitial
** PERMIT MUST BE POSTED ON JOB SITE **
White Copy - File Green Copy - Inspector Buff Copy - Applicant
*N
The City of Edmonds
Side Sewer Drawing
EASEMENT NO . .............................. ............
NEW CONSTRUCTION REPAIRS
LID NO . .................. ASMT. NO . ..................
OWNER ----------------- CONTRACTOR -- ----------------- PERMIT NO. 7rn.2-1
JOB ADDRESS ---- Co-0-5 -------- EL�m .... Pt ------------------------------ LEGAL DESCRIPTION: LOT NO. -------- ............... BLOCK NO. ...1 ---------------
-------------------- --------------------- ----------------------------------------------------------------------------- ------
NAME OF ADDITION --------- EUM .... -----------------------------------
PWW-000 1 - 11175 (R EV. 11/78)
22.5'
&5
4.5,T)P.
2.. 5 ,a P.
4"c-c-w!ic
6; , V�qp,
rzxts-riwc� G",P.v—
M
0
0
c-0K—Ec--rlcNj *Tc I
Sx 15" N C C " VERTI CA'l-
CLC-&N MUT
G-C.0. Cc-jeR T�o SURFACC
Approved:
I/
DATE��.l�. .......
........ By �,� -------- ----------------------
5
A,
"ASSOCIATED
EARTH
SCIENCES, INC
X_
February, 17. 1987
A,
r6ject No. .8608-24
'V RECEIVED
The Homeland Company
221:James S
treet, suite 100 MAR 4 1987
Edmonds, Washington 93020
p[RMIT COUNTER
J0
n
kttentio John Bullwinkell
Moi
cemen iitoring
,Subject: Augercast Pile-2,10
Lo
Elm Plac%CLot,36
t
Edmonds, aslin_gt6n
.Jl?
Gentlemen-
nq the
._4 we provided inspection sery ices duri
At your re
quest,
'Lo Place Subdivision,
t 36 of Elm
i stallation:of augercast piles for
n
Edmonds, Washington.
1987 and
k representative from our firm wa:s on -site on February 9,
ete �Pl4tqement of all 4ugercast..
inspected -the dr.illing and con.cr
es, it was observed that
e pf the initial Pil
pile,s. Upon drilling som.. everal
ri able in s
depth. Therefore,
the bearing stratum was v ' a to bearing.'
prvbe" piles w4re drilled to determine the depths
d, and
auger was halte
the
These were drilled 9 to 11 feet in depth,
the soils -
to examine
pulled without turning. This permitted us
determining the depths to.
resting on the a*,uger flights. After accordingly So
bearing, "he surt-ounding pile depths were adjusted
on into medium dense to -dense sand
thata minimum of 3. feet pen,etrati
was achieved.
J., Their drilled and
les are shown in, Figure
The location of the pi
ted as follows:
bearing depths are lis
Bearing Depth Drille(ft Depth
Pile No,.
14
K-2
14
A-4 (Probe.)
A-7 10 13
A 1 -9 .(Probe 1 . 0 '13
13
B-9 10
.13
B-10 10
14,
C-2
14
D-1
14
D-3
D-6. 14
14
E�2 (Pfobe)
F-6 .14
903 - 5TH AvENUE KIRKL . AND. WASKINGTON 98035 (206) 82.7-7701
7-
I XMITM
G-8. (Probe) 9 12.
.10 13
G-9
-10 13
10
G
14
H-2
t;.- 14
H-5
10 13
8 (Probe)
13
1-9
13
10
I-10
9
J-8 12
-10 10 13
immediately,following the placement of concrete, rebar was placed in
each of the holes..
pinion that
ield observations,. it is our o
Based on our f o.-i Tebruary 9, 1987, will provide
augercast piles, as constructed
support.for the. planned.'=esidential structure.
suitable foundation
Washington.
nonds
ion, Fdi
on lot 36, Elm Place $ubdivis
on will, Aid in the succ.Ssfu
We are confident that this informati
-t. If you should have any questions, please
completion of.your proje.-
do not he:iitate to call.
j"I
sincerely,
C
KSSOCIATED'EARTH !SCIEN ES
StepEen R. Volk, Geotechnical Engineer
L 0
�_ - �_W—e
Fbdll, P.E., P.G -P
zG-.-rvT. I
Frincipa 'Oko"
SRV/kab
8608 .24A
DK 11-JA-86
"T
1�
PAM
14'. 7;11 1 4
V
. . . . . . . . . . .
'THE HOM OMPANY
A DIVISION 0 H HOMES, INC.
Ge r C
3 9
0 1 8
,V;� z%
'B.UILDINO
Mr" Hal Reeves DEC 31 1986
.,:Ec�s Buildirg Dept.
Edmonds Civic Center
�X;
250 - 5 th N.:,,
98020
7 1. 1860861
al - Special I spect;ion r UBC Sect. 306
n pe
Mr. -Reeves:
will be
-i buildin mit,, we
the requir&Tant of th s g per
Per
emplOy-ing the services of Associated Earth Sciences,, Inc. to
m
per spec n - - performed'
Lal inspectio s. .1his-geotechnical fir,
form
-ode the reccapen-
the.soils testing at our Elm Place project and n
-or pilir4 construction detail.for the house to be constructed.
dations f
-engim4erin& geologist/.
we f 4
on Lot 36 at 605 Elm'Place. 11. have an
ia Pxca-
1 engineer on site to verify tl t the base of'piling
geotechnica
v4ions are in bearing soil. Addit.iona.11yl our stxuxtur�lengiraer,
ipsp f st,eel placement.
Mr. Rod Knudson, will perform a viFua -ection Q
s[mid you have an . questions epncernixig these inspections,.
me
please fee free.to cpnt;aQ
Sincerely, q
John Bullwi*el
Construction office Mxia
_,ger
JB. lam
221 Ja!nds St.. SUIx 100
Edmonds, Wa9h1n.9tqn -9.80,20
(2%)
775-2033
Z
. ......... .
lit
.... ............
kh 41
4
k 44
lciA �4_'
EARTH
ArmASSOCIATED
SCIENCES, INC
7 October 1986
Project No. 8608-24
The Homeland Company
22-1 James Steeet, Suite 100'
Edmonds, Washin gtop 98020
Attnetion: Mr. John Bullwinkle
Subject: Altdnate Lateral Wall Pressures
-Elm Place Residential Develqpmgnt Lots 30, 31 32 (and 36
tdmonds, Washington
Gen,tlemen:
Ve h a 1. engineer, Rod Knudson, t o d e v e I o p,
ye.beeh asked by your structrua
alternate lateral wal I pressures for, -the base ent wal ls.. The pressures
presented, in our Subsurface Explo-ration.and.Geotechncial Engineering Report
(dated 8 September 1 1986) for use wi . th onsite sDJIs assumed that the upper
organ.i,c'sQll would be usqd as backfill.
A I ternati ve I ateral - pressures ore presented below. Use of these in design
is contingent upon the following conditions:
1) The, upper dark brown org&nA C. f i I I enc�ountered down to 3, 6, 13--
1/.2, and 7-1/2 feet inExploration Pits 1, 2, 3, and 4.
resp�cti vel y is not used for bazkf1l l. The lower, 1 ight brown sand
m�y be used if the scdttered organics are separated out prior -to
use.
2) A gra . vel drainige blanket is placed fu) 11height against any
backfi I led wal.l. The footing Iroin described. i n our 8 September
1986 report must also insta-Yled.
If the fol lowing conditons.are met, tIackfil led wal Is'which are free to yield
x
laterally at least 0.1 pe�rcent of 'their height may be designed using an
equivalent fluid of 40 pounds per cubic. foot (pcf-).. Fully restrained rigid
'Y.
903 - 5TH AVE�ILJE KIRKLAND, WASHINGTOIN:9.B933 (206) 8�7!7701
p
PROJECT REVIEV CHECKLIST
26
NAM: PROJECT ADDRESS:—
APP10CATION 'RECEIPT, DATE:
T1
mp�
Now
11
Reviewed
by: (in itial/date)
MWENTS
PLAMING
WrR/ SWR
STREET
I'ENCIMG
FIRE
!YUILDING
�MCEZ FAMILY/MULTIPLE/CaMMEYCIAL, - (Circle One)
;SETBACKS CHECKED Planning
VARIANCE/SETBAC AD.J.
y
-IITI
CONDITIONAL:USE PERMIT
ADB MQUIR]MENTS CHEXMD
JL1
-[/-///77
1111Y /77
OTHER WIN= REQUIRE!�
ENVIRONMENTAL FEATURES
ACCESS SLOPF, & VFJiICLE- ACCESS f) 16
UUIRIT77777777
6
DRAINAGE PLAN (On Site) 024744
1171
T - 7 _777
/////////
F// 7// / //
7
17-
/
-T-
T/T/ 7 7 7
SITOMT FILE 7LL
8
11MAL DESCRIPTION WRTFICATION �7
�?/
/ 7 7 7 7 1
TITI-17-1-IT
7
-/T/T/ -//
9
77111111
QOIT CTAIM/DFDTCATIONS
////////
10
777777777
7TF1 T177T
777 7 -77 7 7
WMM - 11URTTC/PRTVA"�? /0611
11
u
CALCMATE SEIM CON14WTICN IF NO LID#
7TI77T
77777777T77777777
12
/v
PLAWSUBMISTON RM- JIRE1&WS
13
RTGJ"--0E-WAY CONSIMMION PERMTV REJ_0 1 &0
7 7 7 7 7 T
777777T
771-Trff ff
14
111117-�71-1111-111111111
B(M REM WR PIJBLIC IMPROVPMM[ls
//////
/////////
/////////
15
SOTTS OCNDITTOMP3 & GROLM
11117
1-17771111
111111TIT
WATER FIEVD CHECKED
//////
/////////
/////////
16
-/T/-/-//77-/7T/7-/77//
SWEET PAVTN(-:. PF011TRED
17
111TI-1
7-//-/-[/-T/T77777-//-7
CURB AND GUMR REC-UTRED
18
177-1-11-177-177TI7-
STDEWdX REQUTRED
19
77-7777
777777777
CURB CUP FOR DRr"AY RECO
/////////
20
111111111'-177777TI-1-
STREET NAME STGN REQD
/////////
/////////
M)
21
7
7777777/7
717r1717T
7E��-
-11777TI-FI7
-
OMER SICAING REQD
22
1771-P
-17777-1-117--11-711111
SIDE SEWER AVAILABTLITY
//////
11111T111
23
111711
-1/7-/77T./7-
EXISTING WITR MATN SIZE
97'V, b
////////
24
7 77-F7-7
.
WATER SIZE
25
7777/7
17777717W
-
SERVICE LIM SIZE
26
HYDRANT REQUIRED
171711111
-1777777TF
-
27
777777
-1-17777TI7-
1441117-1-117-7777777TF
-
HYDRANT SIZE EXISTING
-15-fll4ffl��111111
28
fTF17TI7-777-11-1777
-
CROSS CaMECTION INSPECTION REM
////////
29
/777-77
1111-711-1
WATER METER CHARGE REQD
30
1111117T77777177U
FIRE LINE CHARGE REQX) - SPRrNKLER
31
STREETcur
32
TIT177
7////////
OPEN DITCH EXISTING
33
7/7T/7777/77777
711IT111TIVI
REOD
34
77TI17111
CULVERT REM
35
7/7777
SIZE
36
7777T
77TTI 7 7 77
777TI 7T/7
CATCH BASIN REQD
37'
7T"7T
7T/TF/T/7
7 TITITT7
INDICATED ON SITE PLAN
38,'
SHOULDER DRAINAGE MAINTAIN��',
7-
SHALE OPEN RUNOFF
39
MISC.
40