22806 96TH PL W.PDF9513
22806 96TH PL W
on,
ADDRESS: �0 ?J075I p
TAX ACCOU NT/PARCEL #: 00q 3-7 6) 00 00 0 7 00
BUILDING PERMIT (NEW STRUCTURE)#: 0-7�----7
COVENANTS (RECORDED) FOR:
CRITICAL AREAS #:M—p I M DETERMINATION: 0 Conditional Waiver Xstudy Required [:1 Waiver
CRITICAL AREAS M DETERMINATION: El Conditional Waiver Study Required E] Waiver
DISCRETIONARY PERMIT #S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit Xs):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE:
LOT:
BLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE]ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc
PLANNING DATA
SINGLE FAMILY RESIDENTIAL
II S TR EE T F=ILE I
Name:
Date: 11-10
Site Address:
Tax Parcel -71 000c9o,7oo
Project Description:
Plan Check #: B L-:\,) AM D 07S-7
Reduced Site Plan Provided: NO)
Zoning: gs-16
Map Page:
Corner Lot: (YES /0
Flag Lot: (YES
Critical Areas Determination # 7-D 0 r) I -
Study Required
waiver A
SEPA Determination: 1\AVQ5 .4
0 Exempt A-, r re, 5 "k
El Needed (for over 500 cubic yards of grading)
0 Fee 0 Checklist 0 APO List with notarized form
Required Setbacks
Street:
Side:
Side: -7 1
LA.)
a —r.
ActualSetbacks
Street*
ide:
Side:
ear:
El Detached Structures:
El Rockeries:
El Fences/Trellises:
-&]-Bay Windows/Projecting Modulation: c�
El Stairs/Deck:
Height
Datum Point: t-
Datum Elevation: SO 5V,
0
Maximum Height Allowed: to (2 5-
Actual Height: goR,16
Offier
Parking Required:
Parking Provided:
Lot Area: g b �—g
Maximum Lot Coverage: 35% Proposed: k, Lap
Lot Coverage Calculations:
ADU Created: (YES
Subdivision: 7 --�- C) 0
Legal Nonconforming Land Use Determination Issued: (YES
Comments
Plan Review By:
L
Planning Data Form 07-14-09.doc
L
City of Edmonds I*
Critical Area Notice of Decision
Applicant:
A t, f
Property Owner:
1�.5
Critical Area File
CI
Permit Number:
Lt> 9-oi ()o -)S-7
Site Location:
Pt VJ
Parcel Number:
00 3-710001)070 0—
Project Descriptio n:
-40- k4 I r e-�- ov, e- t
F-I Conditional Waiver. No critical area report is required for the project described above.
There will be no alteration of a Critical Area or its required buffer.
2. The proposal is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance 'With ECDC 18.30.
Ur Critical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1 . V' The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. V The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance w,ith ECDC
23.40.110, Mitigation requirements.
5. V' The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
E] Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
52""Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in' ECDC 23.40.160, Review Criteria, and
complies with th I e applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
F� Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit nu ber for specific condition(s).
ev\
Reviewer knature Date
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010
OVED B;FLANNING
MONUMENT
SET A CENTER OF
Zone CULDESAC PER
PLAT ENGINEERING
Setbacks Required Actual ELEV. 385.58'
Front 957 96th
Sides e-
Rcar q S
Othervi to
,ht
Heip
ADDRESS
2250e, CI&TH PL. H.
1±t-" _P-"RC-E6 NO OOq5-7qOOOOO-7OO
LE(S-AL
DESCRIPTION,
5F-C.TION 56, TOVINSHIP 2-7. RANC715 5
-7
NE OU^RTER, K. EL15E f3Lr_ 000 1:;�-00 LOT
SITE ^REA.
6)655 5OUARE FEET
LOT SLOPE
NORTH -SOUTH
555.00* - 560.010'- 25.00'
25.00 %/Ef;ZTICAL FEET- 25.5% 5LOPE15 I UTILITY
105.00 LINEAR FEET
EASEMENT
r-AL_CUL^TION
00
Hr=I,SHT
A: 3q3
IMPERVIOUS C.O/ERA&E�
B 55-7
C, . 575
R.E51PENr_E 1�520 5OUARE FEET
(including overhongs)
D. 552
PRiN/EY4AY 560 Sw3UAR. E FEET
1540/4- 555.00'
ViALKINAY 50 5(5ZUARE FEET
AVERA&E C�RADE- 555.00'
Ar-TUALBUILVIN& HEh�HT- 405 16' TOTAL 2,130 SCAJARE FEET
MAXIMUM E3UILDIN& HEIC5117`- 410.00'
LOT r_O\oEF;ZA6E.
RESIDEW-f! 1.420 SGUARE FEET
INC,. CO%.IEF;tEr>
POF;ZC,HI=-S. C�ARAC�E
TOTAL 1,420 5(5�UARE FEET
1,4220/505a- 16.4% 35% MAXIP'%)"
LOT C-ONIERA&E
LINE
T_rpE
AREA (SOFT)
1.
EXEMPT
exv�
2.
FZEPLAr-,EIDP
4.
1 TOTAL
15' UTILITY�
0:2 510 :20 50 50 100
I EASEMENT'
I I I i
N SITE PLAN
SEE &ENERAL. NOTES SaAL.Et I" = 20'-0"
REPLACEMENT IS REQUIRED OF ANY PLAT IMPROVEMENTS
THAT ARE DAMAGED DURING CONSTRUCTION
SEE GRADING/TESC AND DRAINAGE/UTILITY PLANS
FOR MORE INFORMATION
PL
PRE -DEVELOPMENT
CONTOUR
W,
OLYMPIC MEW WATER
AND SEWER DISTRICT
SANITARY SEWER
EASEMENT —SEE DETAIL
ON SHEET 4 OF 4
0
0
STREET FILE
RESUB
JAN 11 �bll
BUILDING DIPARUMENT
CITY OF EDMONDS
0
I* City of Edmonds 0
Critical Area Notice of Decision
Applicant:
Property Owner:
Critical Area File
Permit Number:
Site Location:
Parcel Number:
t) 0 3 -7 1000o 0 70 0—
Project Descriptio n:
e�j
Conditional Waiver. No critical area report is required for the project described above.
There will be no alteration of a Critical Area or its required buffer.
2. The proposal. is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
F� Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Ur Critical Area Report Required. The proposed project is within a critical area and/or a critical. area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1 The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance with ECDC
23.40.110, Mitigation requirements.
5. v**' The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. The proposal is consistent with other applicable regulations and standards.
F_� Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance,
52"'Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria ih ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
F-I Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit nu ber for specific condition(s).
V\
Reviewer §ignature Date
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010
ILIE
"I D
+q6t MONUMENT
SET A CENTER OF
Z r CULDESAC PER
one _S�7% corflor PLAT ENGINEERING
Setbacks IRSmcuired Actual ELEV. 385.581
9T_ 96th
Front
I I
Sides e-
Rear q
773, 10
Height
ADDRE55
22506 cI&TH PL. H.
TAX PARaEL NO
LEC�AL
5ECTION 56, TOINN15HIP 21, FZANer= 5
PE5CF1IPTI ON'
NE OUAFZTFFZ, K. ELisi E3Lr_ 000 0-00 LOT -7
1
51TE AREA,
8.655 50UAFRE FEET z
T C-LQPF
CA
CA_
NOFZTH-SOUTH
555.00' - 560.00'- 25.00'
25.00 \/Ef;ZTICAL FEET= _25.5% SLOPE15' UTILITY
105.00 LINEAFZ FEET __:
EASEMENT
00
HPI&HT CALCULATION
IMPEF;ZVIOU5 CO\/I=-F;ZA(5E,
A- 5q5
13 . 515-7
5-75
FZESIDENCE 1�520 SOUARE FEET
(Incivc1ing o�erhctnqs)
D. 552
ET
VRI\/EP4Ar 560 50UAFZE FEET
1540/4. 555.00'
V4ALr_k4AY 50 SOUAFRE FEET
EI-I
A,/r=FZA(5r= &RADE= 555.00' UAWE
ACTUAL BUILDINr5 HEhSHT- 405 16, TOTAL 2.15050 -F-r= T
HAXIMUM f3UIL0INa HEICPHT- 410.00'
LOT r_OVEFZAr=E.
FZESIDENCE !,420 5MAFZE FEET
INC. CO\/EFZED
F-OF;ZC-HES. CAFZAC5E
TOTAL 1,42C) SOUAf;Zr= FEET
1,420/5.6595= 16.4-96 55% MAXIMUM
LOT COVERA.OE
LINE
TYPE
AREA (50FT)
1.
EXEMPT
2.
F:Zr=PLACE=P
5.
NEH
2150
4.
1 TOTAL
z 02 5 10 20 50 50 100 15' UTILITY
I EASEMENT'
L`1_jr___11 I I 'r-
N PLAN
51EE C�ENIERAL' NOTES SCALE, I" - 20'-0"
REPLACEMENT IS REQUIRED OF ANY PLAT IMPROVEMENTS
THAT ARE DAMAGED DURING CONSTRUCTION
SEE GRADING/TESC AND DRAINAGE/UTILITY PLANS
FOR MORF INFORMATION
,<0050- �
- ,
OLYMPIC VIEW WATER
AND SEWER DISTRICT
SANITARY SEWER
EASEMENT —SEE DETAIL
ON SHEET 4 OF 4
T
ezYVIREE-T FILE
RESUB
JAN 11 ' P11
BUILDING D�PAWMENT
CITY Of EDMONDS
AT:
TH
Occupancy established by this certifi
No. Stories:. 2
Automatic sprinkler system provided
Ile
6TREET FILE
DEPARTMENT OF, BUILDINGS
PER INTERNATIONAL BUILDING'CODE-SECTION 111
Imonds -:Puilding Permit #: BLD20100757
te: R3 Dwelling Units:
Type'6f C66 t� uction: VB
Basement: — No'
NoV Automatic gorinkl6t.�system required: No
Owner of building: Clearwater Homes, PO Box�A'12'-IiMarvr;V"'iII67'WA�98270--��--
th \ u'-, J i
The Sin-gle Family Residence at 22806 96 PlaceW Edmonds=-;-�--Lh;�s�:been,inspected and approved complying with the requirements
of the 2009 edition of the International Residential Codd,,ag adbpt6d-byLthe�C-itk-f6i�-the/group and division of occupancy and the use for which the
proposed occupancy is classified.
Issued this 19th day of March, 2012
Chief Building Official
z2
By: T71J
. ........................ .. .
Any change of occupancy or use requires a Wildin.g permit and anew Certificate of Occupancy issued by the City of Edmonds Building Official.
M
LIU & ASSOC.IATES, INC.
Geotechnical Engineering Engineering Geology
February 1-9. 2012
Mr. Bob Murphy
Murphy Building. Company
620' ) — 202 ad Street SW
Lynnwood. WA 98036
Dear Mr. Murphy:
Subject: Final Inspection Report
Single -Family Residence
7206 r- 960' Place W
Fdmond�, NN.ashing
gon
L&A.lob No. 11 -012
; 7- � , , 74 5 P I,- 'V / 4 �' J
OX-D (0 7 ±;7 -7
Earth Science
�40
MAR - 8 2012
BUILDING DEPARTMEN't
CITY OF EDIVIONDS
We have provIded geotechnical inspection services for the construction of the subject residence.
Items we have inspected include. 1.) temporary erosion control with installation of silt 1'ence on
the downhill side of the residence site, 2) cut bank stability evaluation, 3) footing bearifig Sol]
v-erification. 4'.) footing drain line installation. 5) rain garden construction, and 6) final erosion
control. Our Daily, Field Reports documenting our inspections oftbe above items are anached
hereto for your rcvil-w.
Based on our observations, It is our opirtion that the geolechnical construction work items listed
above are CornpleLed in accordance with cin, approved plans and specifications, and is
acceptable, Please contact us if vou. have questions.
A
Yours very truly,.
J. S, (fulian) Liu, Ph.D... P.E.
Consulting Geotechnical Engineer
FARM 7/17/ ;
Attach.: Daily Field Reports I through 5
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
"REET FILE
01
DAILY FIELD REPORT
J
101) No.
Held Rep.
Vage
KePOA NO.
'm 0'
LIU & ASSOCIA'I'ES9 INC.
11-012
J. Liu
1 of 1
2
2
;Th
G*)tech%9,.nl Engineering, Enginftying Geolop- & Earth Science
miles
30
. On Site
1 1:45A
Date
8/2512011
D a7y
'
Thur.
ur.]
19213 Kenlake Place NE
TmM Time (Hrs) '71rne
off site
weatner
Keninore, Washington 98028
0.75 -
112:115H
Sunn�
Vehicle Hrr. on Site
ChaTW
vtsftm
Phone: (425) 483-9134 Fax: (425) 486-2746
JHM
Projw
Job Location
client
Single -Family Residences - Lots 7 & 8
226.xx - 96th Place West, Edmonds
Murphy Building Co.
General Contractor
Genetal Contractor Superintendent
Received Unchecked By
Murphy Building Co.
Bob Murphy
Eaftwork.Conftdor
Eaftwor�-Conlractor Supt.
Reu*ved checked By
A the request of Bob Murphy with Murphy Building Co.. I come on she today to observe installation of footing
drains for the homes being constructed on the subject lots. At the time of my site visiL the footing drain lines of
4-inch rigid perforated PVC pipes have mostly been laid alon the perimeter foundations of the buildings, except
around the garage where footing..drains, are omitted.
The geotechnical report for this project recommended that footing drain lines be wrapped in nqn-woven filter
�! o.r crushed rock. The footin
fabric socks and completely enclosed in clean 314 to 1-1/2 inch washed!Rr�y ---9.
drains are embedded in 3/8 to 1-1/2 inch washed gravel with a non -woven filter fabric liner covering the top of
the washed gravel fill. it is my opinion footing drains constructed in this manner are acceptable, too. The fifter—I
fabric should keep soil from migrating into the drain lines and there is little chance that the finer grav��l woull-pluq.
up the holes in the PVC pipe walls.
It is my opinion the footing drains are properly installed.
46 23i-
A
copy to:
0 Continued
1) Bob Murphy/Murphy Building Co. 2)
on Next-
3) 4)
Page _
DAILY FIELD REPORT
Job No'
FAWd Rep'
I -age
KepOrt NO.
LRJ & ASSOCLAXES9 MC.
11-012
J. Liu
I of 1
3
GemechnicMEnginwing,
Miles
30
Time On Site
10:20A
Date
12
11111 011
Fe
Day of Week
Fri.
19213 KenlAe Place NE
Travel Time (Hrs)
Time Off SJte
�5
Kenimore, Washinotoa 98028
0
0,75
11 AUA
Cloudy
VeNcle HrS on bite
Hts charged
VISOM
Phone: (425) 483-9,134 Fix: (425) 486-2746
Job Lo=Dn
Crent
Single -Family Residences - Lots 7 & 8
228)u�- 96th Place West Edmonds
Murphy Building Co,
General Contractor
General Contractor Superintendent
Received Unchecked By
Murphy Building Co.
Bob Murphy.
Eaft.wk Contractor
Earthvvorl( ConracW Supt.
JR�e—d Checked BY.
At the request of Bob Murphy with Murphy Building Co., I corne- on site today to observe the construction of the
rain garden for the residences on the subject lots. A pit has been cut down about 2.5 to 3 feet below the existing
grade for the rain garden pond. It is excavated Into a brown Sifty fine to medium sand with a trace to some gravel.
It is my opinion that construction of the rain garden to date is according to the d I esign plans and is ap.,
Copy to,:
Continued
1) Bob Murphy/Murphy Building Co. 2)
on Next
3) 4)
Page
DAILY FIELD REPORT
job NO,
FlUd HeP�
vage ,
KepOrt NO.
LIU & ASSOCIATES, INC.
11-012
J. Liu
I of 1
4
Earth9c—lancr
mites
—
Time On Site
M
We
[Jay of Week
30
9:15A
11/2912011
Tues.
19213 Kenhake Place NE
Travel Time (Hra)
Kenmore, Washingtoti 98028
0.75
9:3sA
Sunny
Vehide Hno on Site
Visitors
Phone: (425) 483-9134 Fax: (425) 486-27-46
Protect
JoO Location
client
Single -Family Residences - Lots 7 & 8
228xx - 96th Place West, Edmonds
Murphy Buildind Co.
General Contractor
Gneral Contractor Superintendent
Received Unc#zcked By
Murphy Building Co.
Bob Murphy
Eafthvmrk Contractor
EartirAwk Conlya Supt.
Received Checked By
At the request of Bob Murphy "t Murphy Building Co., I come on site today to observe the construction of the
rain garden for the residences on the subject lots. A precast concrete block wall about 2 to 3 feet tall has been
constructed at north end of rain gard n p2nq wit� a plastic pipe sticking oui--of t.his wall to tarry stormwater of
the residence into the rain garden. The bottom of the pond is lined with a layer of modified soil (soil mixed with
organics) about 18 inches thick. Water discharged into the pond or rain water catched by the pond has
consolidated this layer of modified soil some what. The_�ain q��5�n isy.�t to be planted.
It Is my opinion that construction of the rain garden to date is according to 11!�e op�!Q-p plans and is.acce able.
-4-A6 7/17/
Copy to:
0 Continued
1) Bob Murphy/Murphy BUilding Co. 2)
on Next
3) 4)
Page
DAILY FIELD REPORT
L11J & ASSOCIATES� INC.
Job NO.
11-012
F"I Rep.
J. Liu
Vege
1 of 1
em
Gmectmial Enj�neain& En&e� Geott)&y & Euth Sciana
Miles
Ime
7-35P
ate
Day of Week
30
12,
21297/21012
Wed.
Travel rime (Hrs)—
e"t1h.
19213 Kcniak-e Place NE
Kenfhore, WasWngtm 98028.
.0.75
i:OOP
Light Rain
Vehicle Hrs on Site—
Wrs0jg—rgF—
ViErs
Phone: (42-5) 433-9134 Fax: (42:5) 486-2-746
4
1 - j
protect
Job Locamon
Gfient
Single -Family Residence - Lot 7
22806 - 96th Place West, Edmonds
Murphy Building Co.
General Contractor
General Contractor Super1rd, endent
Recewed Unchecked By
Murphy Building Co.
Bob Murphy
Earthwork Contractor.
EAfftmuk C4mtractor Supt.
Received Checked By
the request of Bob Murphy with Murphy Building Co., 1 come on site todaylo conduct a finai inspecti . an on
permanent erosion control for the subject residence, At the Ume of site visit, the unpaved ground vAthin the
r r esidence site has all been landscaped and is either covered by lawn grass of py shredded bark. There are no
[At
igns of erosion within the site. It is my opinion that erosion control for the site is now completed.
s sil
Copy to:
[3 Continued
1) Bob Murphy/Murphy Suildina Co. 2)
on Next
3) 4)
Page _J
I . �.- !P" .
Lot- -7
Z-noce q�� �Lw
HUT& ASSOCIATES, INC.
.. . ..... ... ** .. .... . . . . . . . . ........ ............ ........ .......... .... . .. ...
.... .... ... ...
j u 1� f I �.. 2 0 1. 1
Nlfr� Bob Murph),
-:o,
Murphy --Building( mpam
6203 Street SW
Lynn -wood, WA 98036
De.�.ir -.N11%, �Ytvvp�y.
Subj,-�-ct: Rahn* Garden for Storyn.w"a-ter DisposiM
'Three Single-Fau-jily Residences
2249xx — 96", Pl.ace W
Edi-nonds, Wwshint'�"Ion'
L& A Job No, I 1 -0 1 41.
INNTRODITC.TION'
S*or- d* ^or the
We -und-erstan.d that a'rain. g,�irdanis now b��Ii-�g cojisklert�d. fior a r isposal. f
reside-ri.ces,to be constructed on Lots 7 and. 8'of pro.ject. This raili girdLi-i is to
bQ locatediri. -,i flat to gently . siope(.1 arca at the s,(nah end of a -50400t-vvidk� --aseinem
travershig, the �,,We of the subJect The stubstidue condition of thi-s arezi wa,-.,-
previously explorled by mo te,,.t pits� vvith th.o k-yas of these test pit--., pres-.11ted. in our
Addenduin No, i to.. our, 3/1 T:'27,011 origin.,M ot��.ctjnical roport.- Presented in
-t.lqis repori zj,
. t Teour rt�comnicndatjolmi -for fl.e rain m
St) . BSURFACE CCIN"DrrION
SoU C'ondftMn
- o -j wo-e 7
Fhe. two test pits excu'vated in the ,�rea f the propos.ed rain ga-�dej. mxcavated, t-o
depths of 6-5 to L15 Qt, B-oth t-*--st pit..; encountercda lmer offifl. as much as 3.0 1.�'Cet
19213 Kenlake Place NE ^ Kenmote, Washington 98028
Phone (425) A83-9434 � Fax (4-275) 486-2746
JUL 0 5 2011
STREET FILE BUILDING DEPAVVENT
CITY OF EIDMONDS
13L-020/0-07-5-7
Jv ly, 1, 2011.
Three Singl.,e-Famfly RO'Sidences
-I.A.A.Job No. I 1 -01. 2,
thick and a I�ver of relic toj.)soil of 1xichve, thick.. 'Dw fill is de�,.m wid appc.trs to
h.avc been compaued to certain degree. Under.1virig -1he rellic topsoil. is a layer ol: med itun-
.1
den -se "veathe-rQd 'goil of silty t.) 'e sarid N;vith a trace of
.11 gravel.. up to 3,10 ff�ket thitck-. Bem,4wh
,hii lavcr of weathered soil is a liwcr of ftcsh till. Soil Of Ii-N-gray. i wakly-
C'umented. cx.tinauely low peri.iwability, slh�v fine sand, up to about 21,0 fcet thick, This
fresh till to the depth explored k. a fresh advau", ow.,,v-asli ewpci�i( of gray. den'se. gravolliv.
mediu-nn uo ccarse sand of ujoderatol-v. hi�zh Permeability.
Groundwater Condition
Groumdwaler Was, not encountered tw eith.er te.�t pit�. exu.Vatcd in th�e proposed.
arca of tho rain garden. Smce -stormw�i.kr c.an infllfr�i.te imo "Aie undorking AN; nu
buvivash deposk, there -fore, hrigmet of - ound-water on el-w rain gurden st-10u."'d I')-o
GEOLOGIC HAZARDS
T"he area of the pro�p�-,�sed rain garden is n-jallflod by a lover of compaew,,d fill. with a thii-j-
I ay cr T
of mlic t-qrpsoil beneath. Jlw r;dic lopsoil is mideiimdr,� b-,-, y-denw till aad kimse
fo hi, a
-�dwlxjc- outw-ash 5wik, basal so,:Is an', o4 vm -high v,,h shoz .- stmm <; h -z a,
agpfl.�! stop-, I-ailure. Tht. area is flat. to ger3fly sl�ptd and the basal soils.
c0oiz C, hazw- m t�h
m., of hig,"'I against �rosioa,- M, W."
na-,-o
kind"'Iffle arj�d W" occur i,---I ffic a
rnininjal.
LITj &- ASS-SOCIATES, INC
Jut; 1, 2011.
Three sillgb�-Faplfly
1A.A.Job"No. 11-01.2
INgn 3
RECO NNENIE N DATIONS
("'eneral
Bfised. on. Condition by Ibe, bx,o 11�,;! piw,*, ir fl.r.1c of`fl)�.
proposed rah! gard;,-n, it is ou.-r, Opinion, dult it is suitIbit, to """',rden -1.) dispos,-
!,o txt ^,;' ��-ad P, of ih,� �ubjev pryom
..u,
provived K son u��iQd in v)�- flesign of the rahi gardal and
fulh
w W1
&0 mai olien dynod at w mcfac man 410 1 K 1 A pond of v
July 1, 2011.
1.1-irce Sinde-Fami1v Residences
Lek.A. Tob No, 11, -0 12
PaGe 4
V
Phuits of She, rain garden should be tolerant: of pon.diiig. vvatcr and saturaued soil condition.s.
u-I. th.c -Svirlmr. -allm.i.ths imd. d-lought. irt th�e nlonth;,, III ger-e-r-al, the prcdomit"'ant
plants, 111houtd. bQ of facultativ--e- �, ecies adapted to stresses associated, vvit.h. �-vet dl-%
P.
conditions. dIC I-',IjTl � �. Y ck).Mpmse of red, twig dogwomf. F-11"I"es
-1 .1 - .1 gardt!nplam, juay 1, -
Ncugu-j. ml III jultim-ly �Ijlu o-villuc-11%, alm an Iuyclj Icm.N, 'it" mziv%�-u
ligularias or vuricyus primroses.
Erosion 111M.i.figation
Vegetall.on outside. of fimils should be: prescncd atid maiw:;dnecL Ple
Surficial tolns�);l and. Weathered scril drapin.2 the -�Ioj-w ahovc ubc i-ai.vj. pr&rx
contaill a high pt�-rccyllfqsc- of fir-C."i vvilic'n are seln-,J(ivi� lo, -moisture .,Md ctm be A�asi,lv
disturbed by constructiu-n. uaKlz, A ia'yt�r of dlewi� 2-w--I-inch qiu,irrv- 'Spalls -'rhoul4d bc
placed c-.,:ver are -as of frerquent tra-Fric.. siuch as the rainp to and from the rain gardc
loc-afion.. as reqp-ireal, to protect thc -,,ubgradc soils *om disturb-ance by corlstrtict.1011
rTaffic.
A silt- fl�enc,C -A.ould. bc hns talk lt�:d. ulon..g fl-ic do�uhifl �idles of wm,�Arucflon area, lk� fl,1,611i.1111;�c
trarisport of slediment ordo neighborii),g propertie.s or th M. L�
c �crcae, Thc bou .1ai of du� filfter
ol'i.b.c S�11 11,6-jus sbould ir, ancl-w*ed j-n a trcrich FiLled svith onsito- 's,0D..
Di,slurbcd arras and artm-, devciid of-vq,�i�tadnn cm 1hc, -.Jo
Zl.> p- ni
activitiei �51-)oudd bc- m-weded anct re-veg�cm;,Puj as, -,-,00n as possilmle, (,A,�.fluntnam-A
5torllvwater sbf.),uld, wil. be dlsdizu,�-,,jed orak) the �Ao;pe,- Roriil�m--,Im
LTU& ASSOCIATES. INC.
J b ly 1P 2, () .1 t
llra Res-idences
L &- A Job No. 1. 1. -0 12
Page. 5
ill.1perviollk svdace,�, Such al") raofs and p�avcd dri've.-tvays, should be capa-ured by an
undergowid drain line sysiem connectiA toroof dovviispoots or by clatch ba.shis- instalhcl
AV i Ile.
III pavtd dr'- ;nvay, wat -r collectiA [-),� thts�� drah). �.i, hould b-, tit'jillined to,
discharg-c into a stonn s��vwr or Suitatle stormwate.r disposal
cl* 108 UIR- E
We are pleit3cd to b,� of sel.-vice to you. oll th'is Neake f'eel ftct� to comact Lis if you
"WVO all'
OUCSdODS re.gArding this rcp�.,srt orric-d.fi-Ortha
Your,-, vely truly,
&.,,\SSOClA.TES. INC.
S. O*ulian) Liu. Ph.l.-Y, P.E.
onsul . in
11 ,
LRJ & ASSOCIATES. INC.
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology
June 27., 11-011
Mr. Bob Murphy
Murphy Building CornpanN
620-33 — 202"' Street SW
Lynnwood, WA 98036
Dear Mr. Murphy'.
SUbJect: Rain Garden for Stormwater Disposal
Three Sinale-Famik; Residences
?? 8XX — 4"' Place W'
Edmonds, Washington
L&A Job No. I 1 -0 12)
INTRODUCTION
Earth Science
We understand that a rain garden is no-w being, considered for stormwater disposal for the
residences to be constructed on Lots 7 and 8 Of the SUbJect proJect. This rain garden is to
be located in a flat to gently sloped area at the south end of a 50-foot-wide casement
traversino the east side of the subject lots. The subsurface condition of this -area Nvas
Z�
previously explored by two test pits, with the logs of these test pits presented in our
051/031120 11. Addendum No. I to our "17/201.1 original geotechnical report. Presented in
this report are our recommendations for the rain garden.
SUBSURFACE CONDITION
Soil Condition
The two test pits excavated in the area of the proposed rain garden were excavated to
depths of 6.5 to 121-5, feet. Both test pits encountered a layer of fill as, much as 3.0 feet
19213 Kenlake Place NE - Kenmore, Washington 98028 JUL 0 5 2611
Phone (425) 483-9134 - Fax (425) 486-2746 BUILDING DEPAR—IMENT
STREET FILE cITY OF rMONDS
?3t-r) 2-0io- a -7-S-7
June 27, 2011
.Fhree Single -Family Residences
1, &A Job No. 11-0 12
Page 3
RECOMMENDATIONS
General
Based on the subsurface condition encountered by tile two test pits in the area of the
proposed rain garden, it is our opinion that it is suitable to use rain garden to dispose
storrnNvater for the residences to be constructed on Lot 7 and 8 of the subject proJect,
provided the recommendations in this report are used in the design of the rain garden and
fully implemented and observed during construction of the rain garden.
Design of Rain Garden
We understand that the proposed rain garden is to be about. -2 to 3 feet deep. If th e bottom
of the rain garden is to be cut into the relic topsoil or the niedium-dense weathered soil
below the relic topsoil, a desi- infiltration rate of 0.75 iph inch per hour may be used for
the design of the rain garden. If the bottom of the rain garden is to be cut into the
advance outwash sand deposit.. then backfilled with clean, graNelly., fine to coarse sand
N,vith nominal compaction. a design infiltration rate'of 1.5 iph may be used to design the
rain garden.
Construction of Rain Garden
The cut slopes ofthe rain Parden should be no steeper than 3 )11: Ill. The pond of the rain
,.,arden should be lined with a laver of amended soil at least 18 inches thick. 'rhe
amended soil should have 30 to 35 percent of compost tilled,into the rain garden native
soil to achieve a n or anic content of 100� b\ dn w-eight.
9 0 Y Y
LIU & ASSOCIATES, INC.
June 27, 2011
1-hree Sinale-Family Residences
L&A Job No.. .11-012
Page 4
Plants of the rain garden should be tolerant of ponding water and saturated soil conditions
in the winter months and drought in the sumnier months. In general. the predominant
plants should be of facultative species adapted to stresses associated .�,ith wet and dry
conditions. 'ry, ically, the rain garden plants may comprise of red twip- dogwood. rushes.
. p w w - -
sedges. sahnonberry and vv\.-inberry� and ornamentals Such as royal ferns. big -leaved
ligularlas or various primroses.
CLOSURE
We are pleased to be of service to you on this prqject. Please feel free to contact us if you
have awy questions regarding this report or need further consultation.
00�"
G
I �� �.A
Yours vefy truly,
LIU SSOCIATES. INC.
S
J. S. (,Julian) Liu, Ph..D., P.E.
Consulting Geotechnical *Engineer
LIU & ASSOCIATES, INC.
I p
i.
LI-U & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earch Science
Mr. Bob Murphy
Muirpliv Buildillu, Company
62203 - 202", street SNV
Lyi-iiiwood. \VA 08036
De'ar Mr. IN.-lurpily:
Sublect: AddeML1111 NO. I to 311 7/20 1, 1 Geoteclinical Report
Three Simule-Family Residerices
228xx - 96"' Place \V
L"Arriorlds, Wasli I ]I (-)toll
L&A Job No. I 1-0 12
INTRODUCTION
111filtration tre.iiches are plawied to dispose slormwatel, ollsite 1,01. [lie 1\vo I-c-sidellces to be
con�;tructcd oil LOLs 7 and 8 of tile ,LIbjCC1 Pl-( 'eCt. Orlginallv. tre"ches were to be
located iri the area of ceiitral cast side ofa 50-l'()ot-\vIdQ easemerit Zibl.lttillL' il-le cast side ol'L.L)t S.
'Hils Is arl area alolig, tile base of a steel) slope coilling, dowil fi-oill tile west side arid desceilds
eastvvard arid drops a few feet dowii to a ricluliborim., property. It decided this may not be a
suitable location for the Irifiltratl0ii trei-iches aiid the gentl\-slope To flat SOLIth ei-ld of ti-ii-I
easernerit iicar I-I'dinonds Way iiow tile s I iori li-ei-ictics. ']'Ile S1.Il)SLII-1'1'IC;2
elected arca fi,r irifiltrati
condition of this area \.\as explored by t\\.:o test pits. (XII' 1-ii-idiiigs ai-id recomilleridal 1 oils 1'01'
infiltratioii ti-criches to be C011SIRICtCd III Illis area are prc.scrited lit this adderidw)i.
SUIBSURFACE CONDITION
Soil Condition
Tile SL1bSl-ll-f'ciCC C011diti011 dt (Ile NOL1111 elld of 111C eMS0111CIII. .]List 3101`11) Of l:'.'dIll0lldS \Va\.- \V"IS
explored witli two pits. 'I"'llese test piTS ":CI'C CNcavatcd oil April 2 1 . -?(. . H 1. \\�Itli -,I track-moui-iied
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746 RESUB
MAY 18 2011
DING DEPARi-MENT
0""TmEET FILIEL,
zj 9 1 TY OF EDMONDS
I �P-
May 3. 2011
Addenclum'No. I to 3/ 1 7:�20 11 Geotechnical Report
-HII-ce SlnLde-F-amlly Residences
L&,A Job M). 11-0121
Pa a c 2)
backhoc to dcpths fi-om 6.5 to 12.5 feci, The -c-1pproxilliale locations of' these mo test plIS.
dc"lu'llated Lis I-cst Pits 6 and 7. ar%� shown on PkIIC I - Site 111d l--'Xj)l0I'dtI0Il LOC,111011 Plill"l. The
test pitS Wel-e 10C,�Ited Witil Vi-SLI'l Nl'el-ellCe to existllll-, 101)01-11'�Ij I e
1 11 11 �11'C I' ',ILLH-eS III tht I'leld "Illd 01) tile
topographic sLjl,\,e\ 1711M). 111(1 their locakons should he considered onl\- is accLII-LItC tO tile
llle�ISLII'1111-1 Method Used.
A oeolecltil,cal enulnecl. t - rom our office was prescm during, subsurface eNplol-atioll. Who
emamined the soil and gcolo-IC COIIL[16011� eI1C0LII)tCIVd MICI C0111pletCd IOUS of test piIS- So
C, -
samples obtained from cach soil LIllit ill thO ICSt pitS Wel-C VIsLially clas'sliled Ili genend
accordance wilh Linlied Soil Classitication Systcm. a copy of which presented oil Plate
Detailed (leSCI-lp(IC)IIS OCS011S ClIC0 Lill tel-Cd I)V test pit are pi-csented Ili dic wil IoL-, oil Plaics and
7.
Both tcSI pits encountered a laver of compacted dense ]ill Lip to —0 feet thick. Underlying the 1111
is a laver of, relic topsoil. about 9 HIC11CIS thiCk. ThC (0f)SOII iS Llildt�ltllll b\ a laver of ol-all'-'e-
brown cathered soil ol, illedlum-dense. silty I ine sand with a trace of* gravel. ill) to ".0 fect thick.
Beneath this ]a\-er of weathered soil 1�� a 4o-er ol, till soll ol, hidit-u'l-LIN. wealdv-
cemcnied. silty fine sand. up to 2.0 fect thick. L.,'ndcrlying ihis fresh till I0 thC &PT11 eNp101-ed IS J
. C,
I'i-esil �jdv-L-jljce olitwasll deposit of gra\. k-.lejise. gravelk. llik�dil-llll to CoLll'se SIjld.
(';roundwatcr Condition
I CNC'I\ ated 1he proposed area (11'
(11-01.lildwatcr was ]lot C11COLImered b\1 cithcC cdtll,� Iwo pits
infiltration trenches ill the easement. The test pits WCIV CNCLIVLItCC1 Ili a wet carly Spi-1110
following a wry wet winter. Thei-cforc. it is our opinion Impact ol'ground\\Liter on thtf proposed
infiltration trenches should he minimal.
LIU & ASSOCIATES, INC.
ILI
May 3.2,oil
Addenclum No. I to '/17/20 11 Geoteclinical Report
Three Single -Fall -illy Residences
L&, A .1 ob N o. I 1 -0 1
Piae 3
RECOMMENDATIONS
C"cileral
I�asccl on the soil condition C11COLIMCNd hy test lilts excavated In the arca ol'proposed 11,111ir"Ition
tl-endle.S. it IS 0LII- 0I)II11011 that tile SOLIth cnd ofthe casement ,1101.11d he Sl.lit-Llble I'01- tile SillnL' 0i'
I The clean gravelk nitcliuln to coar-�e I
trenches. del)oSit enC0LIn1CI-Cd bN the le -St
Pits SI10LIId be able to support Infiltration trenclics for onsite stormwater disposcil. The boliom ol'
infiltration trenches should be cut at least. 6 111C)ICS Into the Widerlying, LAdvance OLIM"'iSh depoS11.
Construction Of Infiltration trenches SI10LIId be monliored I)v a (gotcell"Ical elhilneel'.
Design Infiltration Rate
One soil samplc obtained at 7-5 I'eet below grade froin Test Pit 6 wai selecied for Parlicle Sl7e
DISO-1111.16011 teit in laboratory to determine tile lilt H tratio n I'Me ol' the UdVallCe offlwa�h
deposit. The report ol'this test is presented mi P]ate �A- I W attached APPENDIX.
-�s 11omi on the Panicle Slzc D s I r. -)I1 repol.l. Ilic soil was composed (*)I' uravolk. line
to coarse sand. with a clay content and uravel;'.sand C011MIt Ot'94. I Accoftill 1'-' 10 (Ile
USDA -FCXLLli-e Triangle (from U'.S. Depailment of Al.!I-ICLI[Wre). shown In Plaic A-2 in attaclied
Appendix. this soil sample can be ckissifled as -sand". The Dj,) size of this -",)I] s�Linlple (the size
t)i' 10%' pLjssiIj,-,) is 0.114.
Accordina, io 'rable ',.7 dthe Siormwmer Management IMOIILI�ll Ibl' W7estel-n \Va --,,Ii i nu, ton.. -M5
bv \Vashinuton State Department ol'1--cology rct'eri-ccl to as the I )0I.` Manual). showil
oii Plate A-2 'M attached AppendlN. [lie estimated loijo-lCrill (CleSioll) i ale s .0 '1) 1
I- , Intlill-aTI011 Y i -' . I I
(inch per hour) based on a correction faclor of 4 oil a shorl-terill Infillnition rate ol, 's 1ph Iol,
LIU & ASSOCIATES, INC.
May 3, 2011
AddendUm No. I to 3/1 T-120 11 (Jeotechnical Rcport
Three Single -Family Residenccs
L&rA Job No. I 1 -0 121
P,iL,,c 4
I.
..,anc cl -cd Lill Llie PUNICle SIZC D'Stl-*1711.111011 ICSI kill Ole ',od �amplc obtaim�d II-0111 (Ile
., F. 13- s I I I
OLII\\,-tl,il klep(-)Slt III TCM I'll 6. the DI, size ol'this soll samplc Is 0.114. Ak�corkfing, it) *1 ahle 3.8 of
the DOE Manual. shown oil Plale A-4 Ill the -Littached Appenclix. the estimated lom--term
illf-1111-ation I-3te is 3).5 Iph for Dic = 0.2 aild is -2.0 1ph for Dj, 0.1. BN I[] Lk:]'I)ol'it 1011. thC
estimated loll,-, tcrm infiltration r.,Ite for the soil sample ShOLIld be -2.315 1ph \\-]ill Dj,; = 0.1 14.
Based 01) the above. wc recomincild a design long-term Infiliration rale of.'.() iph be used for the
infiltration trenches to be constRicted ill thC S(-)LIth end area ofthe 50-1-`60t-\\-Id0 Oal,0111011( 1-111LIRMLI
the cast side o['Lc)t 8. with the bottom of thC ti-ClIC11CS CLII �-It ItList 6 Inches Into the cleall .-,alld soll
of' the advance OUtWaSh &IN)SNI. The I'elllaillim! recolillilcildations fOr the desh-m and
construction of the infiltration trenches In our 17/2-011 2eoLeChilical report should still applN
CLOSURE
NVe Lare pleased to be kit' ser\ 'ICC 10 \:Oil (M proJect. Plezi"c I'leel fi*c,: to contact Ll�, 11'.\OLI hl1\e
MIN: ClUeS11011S regardinul this report or 11ced 1111-thel- C011SLI] Wt loll.
4
Attached: Plates I. ',. 6 and 7 and Appendix
Y 0 UrS \� e I'\' I I- LI I \ .
LIU kA-SS0(.-lA-I-I--'S. INC'.
S. dullan) L.M. Ph.D.. P.E.
('01"ISLI111thl' GIC(ACC1111ICill I-IlLilleel,
L111 & ASSOCIATES, INC.
LI U* & ASSOCIATES, INC.
Fnninfzeiino - FnaineeiinU Gtulcxiv - Earth Scl--�nce
— . - - z
J
0
SITE AND EXPLORATION PLAN
THREE SIGNLE--FAMILY RESIDENCES
226XX - 96TH PLACE \A/EST
EDMONDS, WASHINGTON
JOB No 1
I DAJE 4WS/2011 I PLI"JE
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
% OR A VEL
'D r-,
t-1
CLE A f�
GW
'!�'E LL-IS -D-E -,F,*,-. EL, F i I; E T.'_ �,E
MORF THAI!
G RAW E L
GP
P R L -G. P E D G�
A
GRAINED
FRACTIC,114
GRAVEL VVITH
GI\/j
SOILS
f,,' C, 4 S I =_ V
FINES
GC
SAND
C L E r", N
SW
L L D I %Q F 1; E T C P. E. L 1
r-00RE THAN 50"A..
r0ORE THAN 500k, OF
SAND
S P
p Cl p E L, S"ki'i i_-
SAND`A/ITH
SM
7,,
RETAINED C+! I -HE
C 0 4;. R S E F R.A C T 10 r,l
'10
�,LS*�,if,]G -4 ,-,!EVE
F I � I E Q
S C
FINE-
SILT AND CLAY
INORGANIC
IVIL
SILT
CL
CLAY
GRAINED
LIOUID LIMIT
ORGANIC
OL
DRGANI'l
SOILS
LESS THAN 50'.�,,
IVIC RE T H A 1%) 5 0`11,
SILTY AND CLAY
INORGANIC
MH
SILT Y. ELAc,:.T,-,' S. LI'
CH
Cli 141G�l PL L 1,Ti,--17 (',LA
PASSING ON THE
LIOUID LIMIT
ORGANIC
OH
ORC-Af li"--' S;LT SILT
NO. 200 SIEVE
50"4, OR MORE
HIGHLY ORGANIC SOILS
PT
P E A -1 A Id D , 0 1 H E R I I I G'HLY '� P G;� N; C z� L C
NOTES:
SOIL MOISTURE MODIFIERS.
. -D CLAS:FICA�lCiN :S BASED Of. -I �-,IISIJAL E),ANII-N�TIOH
-IEI
IF Y 1 'e. L; T
a. B S E i R� E !_': F M' - I
0;; S C� I _ 1; - I r, E N E R 28. L a C C (:) RD'i" ;, J C E VV 11 - H S T N1, D 2 416 - 8
THE
2 SOILCLA'SSIFICATION USING LABORATORYTESTS IS BASEL"
ON ASTM D2487-83.
MOIST - DAMP BUT NO 'J'v'ATER
3 DESCRIPTIONS OF SCIL DENSITY OR CONSIS1 E NC f ARF
V E RV I,.,! C.- i S T - V E PY DA bvl fvIC I S -I U P. E P E: I � T T THE 'I --'H
BASED 0N*ItlTERPRFTATION OF BLO�,V-COUNT DATA. VI�UAL
VIrET - Vl�jSLE. ER OR IIAT tjpiTH;
;�PPE.%R_�NCE rW: SCILS AND -OR TES7 CAT-'
FT FRI_.;v� r.F
'VvL T 7 R I 2L::
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIF ]CATION SYSTEtVl
Geotechrical Engneering Engineering C-eoiogy �7,ziriii science
PLATE 3
Logged By'. JSL
TEST PIT NO.
Date� 4/21/2011
7
Ground El.
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No
W
0110
Other
TE-st
Sm
Grass and brush on Surface
Gray, dense, gravelly. silly, fine to medium SAND. some sri,.@Il
2
wood and root fragments. moist (FILL)
3
------------------------------------------
OIL
Dark-brovin, loose. organic, silty fine SAND. mom
4
__4.rek_T0R_1:',01L4 - — — — — — — — — — — — — -- — — — -- — --- — — — —
Sm
Orange-biown, mediLim-clense. silty fine SAND, trace gravel.
5
Moist
------------------------------------
6
Sm
Light -gray, very-clense, silty fine SAND, weakly -cemented. 1110ist
(fresh VASHON TILL)
SW
Gray, dense, gravelly, mediUM to coarse SAND, moist
(fresh ADVANCE OUTWASH)
10
Test pit terminated at 9.0 fi, gioundwater not encounieied.
Logged By�
TEST PIT NO.
Date:
Ground EI
Depth
usc
Sample
Omer
ft.
CLA Soil Description
No.
U!
Tes!
2
3
4
5
7
8
9
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
THREE SINGLE-FAMILY RESIDENCES
228XX - 96TH PLACE WEST
EDMONDS, WASHINGTON
JOB NO �Tg. 4/2,1/2011 1 PL;'�.TE-
APPENDIX
Particle Size DistribL10011 TeSt RCI-MI-t
Three Sinule-Famliv Residences
h
228xx — 96' Place \k"est
Ednionds. NVashill0toll
c
LIU & ASSOCIATES, INC.
00
90
elf
U-1
Bo
Z
F-
Z
50
LU
U
W
4U
-
3A
10
()H
"on
ASTM C1 17/136 Particle Size Distribution Report
L
h
N
100 lu
N
ot.
% GRAVEL % SAND FINES
CLAY
% COBBLES E R UM FINE
CRS. FINE C S MEDI SILT
3.1
(o 6.6 21.1 2
SIEVE
PERCENT�
SPEC.' PASS?
SIZE
FINER
PERCENT (X=NO)
I in.
3.4 in.
5�;S in.
S J.
1/2 n.
3/S In.
T;A
-/ 2. 3
410
61.6
440
4
216.2 1:
4, 1 00
5.9
0.03,29
4.7
0.0710n;1M.
;.5
0.0087 inni.
2.8
0.0061 rnni.
2.9,
0.0031 inn).
2.7
0.001.3 nim.
1.3
'rest Pit t� (I
gand
Soil Description
Atterberq Limits
PL= LL= Pl=
Coeff icients
D85= 13.5 D60= 1.52 D5�)= 0.935
D30= 0 321 D 1 5= 0- 15(' D,lo= 0.11-
ct,= 13.40 Cc--- 0.60
Classification
USCS= AASHI*O=
Remarks
As delivered by clier.1 oil 4�22-2011
T-'.1v[.=03-: I
Sample No.: 'Q75-- SourceofSample: Date: 5-3-20H
Location: Elev./Depth: -;.i'
Client:
Project: '11011
M" CI`10 IEC�a
F�oje�ct No-._ 09.1 1-2S Robert Aikman
FL�-\-Tc- A-I--i
j
CITY OF EVERETT STORMWATER MANAGEMENT MANUAL
Figure 9.1 USDA Soil Textural Triangle
Table 9-t Recommended Infiltration Rates
based on USDA Soil Textural Classification.
*Short -Term
CorrecOoll
Estimated Loji—Term
Soil Textural Classification
Infiltration
Factor, CF
(Design) Infiltration kate
Ri (e (in./h r)
(i n./h I-)
Clean sandy gravels and
20
to
aravelk, sl.lnd-q (i.e.. 901,110 of
the total soil sample is
ictained in the �10 sieve)
Sand
9
2
Loamy Sand
2
4
San& Loam
I
It
0,25
Loam
O.i
4
0.13
*From WEF/ASCE, 1998.
Volume /11 — Flow Control atid Treatment
9-7
Correction Factors higher than those provided in Table 3.7 Should be
considered for situations \vhcrc lonu-terin maintenance \vIII he dMICUlt R)
Implement, where little or no prcti-catnicril. is anticipatcd. or where site
conditions are highly variable or uncertain. These situations 17CCILlif-C thL
use of best PrOFCSSional Judgment by the site en-Ineer and tile approval of
the local jurisdiction. ,%it Operation and Maintenance plan and a Financial
bonding plan may be rCCILIIrcd by Ole local jurisclictioll.
2. ASTM Gradation Testing at I:Ull Scale Infiltration Facilities
g
As an alternative to Table 3.7. recent studies by Massniann and BUtChal-I
(2000) �ve;C used to develop the correlation provided in "I'able 3.8. 1 hese
Studies compare infiltratiOn Measurements from Full-scale infitratiOn
f1loilities to suil oradation data dcveloped u,.,Ino the ASTNI procedure
(ASTM D422). The primary source ofthe data used by Massinalln and
BUtchart \vas firoin Wliltsle (1998), \vho included limited ini-Iltration
Studies oil]), oil Thurston County sites. Ho\vever, Massrilann arid BLItchall
also included limited data from Kinu, arid Clark Count,%- sites In thc1l,
analysis. This table provides reconi ni c tided long-ierni infiltration rates
that have been correlated to soil gradation parameters L[Sin(l tile A�TNI
soil gradation procedure.
Table 3.8 can be used to cstiniatc: 1011-1,C1111 desi(_,n infiltration raics
directly Front soil gradation dala, SUbJCCL 10 tile al)PI-OVal OftlIC IOC-31
.jurisdiction. As is true of'Tabic 3.7. the lon(--terni rates provided in Table
3.8 represent averag conditions regarding site variability, the deorce of
lona-term maintenance and pretreatment for TSS controf. The long-term
ini-iltration rates in Table 3.8 rnav need to be decreased ifthe site is lliLIil\
variable, or if maintenance and influent charact.crIsLics are not well
controlled. The daui that forms the b�isls fior Table 3.8 was from soils that
Would be classified as sands or saiid\ -ravels. No dala \vas avallable for
finer soils at the time the t1able was dcvcloped. Tlierei'Ore, Table 3.8 should
riot be uscd for soils %vith a d jo slic (10% passing the "I/C 11sted) less thall
0.05 ilini (U.S. Standard Sieve).
I
Table 3.8 --Alternative Recommended Infiltration I
Rates based on ASTM Gradation Testing.
].)to Size from :ks,rNi D422 Soil
Gra(lation Test (nmi)
Estimated Lon—Tei-ni (Design.)
fill-1111-a(ion Rate (in./hr) i
0.'1
3
0.2
3. 5
0.1
0.05
0.8
Not recommended tor treauncut
Refer cc) SSC-4 and SSC-6 Ibi ticaunent acccpwhifily criteria
February 2005 Volume Hydrologic Analysis and Flow Confrol BMPs 31-77
r
L IU & ASSOCIATES, INC.
&D aOl 0 0-7'5 1
'za S 0 C1 Lo +- P I, W
LOT I
Geotechnical Engineering Engineering Geology Earth Science
March 17, 2011
Mr. Bob Murphy
Murphy Building Company
6203 —202 d Street SW
Lynnwood, WA 98036
Dear Mr. Murphy:
BUILDING DEPARc7MENT
CITY OF EDMONDS
Subject: Geotechnical Investigation
Three Single -Family Residences
228xx — 96th Place W
Edmonds, Washington
L&A Job No. 11 -0 12
INTRODUCTION
We have completed a geotechnical investigation for the development of three single-family
residences, located at the above addres s in Edmonds, Washington. The residence on Lot 6 has
had its foundations already poured and construction of the other two on Lots 7 and 8 is yet to
start. The general location of the residence site is shown on Plate 1 — Vicinity Map.
The purpose of this investigation is to characterize the -subsurface condition of the residence site,
evaluate feasibility of onsite stormwater disposal and slope stability, and provide geotechnical
recommendations for onsite stormwater disposal (if feasible), grading, slope stabilization,
erosion mitigation, drainage control, and building foundation support for the residences.
Presented in this report are our findings, conclusions and geotechnical recommendations.
PROJECT DESCRIPTION
For our use in this investigation, you provided us with topographic survey and plot plans of the
three residences. We understand that all three residences are to be above -grade, wood -framed
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
March 17, 2011
three Single -Family Residences
L&A Job No. 11 -0 12
Page 2
structures supported on perimeter concrete walls and interior bearing walls and columns. Due to
the sloping ground within the lots on which the houses are to be built, some cut and fill may be
required for construction of these residences.
SCOPE OF SERVICES
Our scope of services for this study comprises specifically the following:
1. Review geologic and soil conditions of the site based on a published geologic map.
2. Explore subsurface conditions of the site with backhoe test pits to depths where a firm
bearing and/or percolable soil stratum is encountered or to the maximum depth (about 10
feet) capable of by the backhoe used in excavating the test pits, whichever occurs first.
3. Based on the soil data obtained from the test pits, perform evaluations of onsite
stormwater disposal feasibility and slope stability, and provide recommendations for
grading, slope stabilization, erosion mitigation, drainage control and foundation support
to the two new residences.
4. Prepare a written report to present our findings, conclusions and recommendations.
SITE CONDITIONS
SURFACE CONDITIONS
The subject reside nce lots are located on the southeast side of 96 th Place West. They are situated
on the top of a moderate to steep, southerly to southwesterly -declining hillside. The terrain
within the lots generally slopes down gently to moderately southeasterly for about their northern
to northwestern halves, then descend steeply from there to their southeast boundaries. The
gently sloped north to. northwestern portions of the lots is covered.with lawn grass, while the
remaining areas of the lots are covered by thick Scottish Broom and berry bushes.
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. 11-012
Page 3
GEOLOGIC SETTING
The Geologic Mgp of the Edmonds East and Part of Edmonds West Quadrangles, Washington,
by James P. Minard, published by U. S. Geological Survey in 1983, was referenced for the
geologic and soil conditions at the site. According to this publication, the surficial soil units at
and in the vicinity of the subject site are mapped as Vashon Till (Qvt) underlain by Advance
Outwash (Qva). The Vashon till soil unit covers the upper portion while the advance outwash
soil unit covers lower portion of the hillside.
The geology of the Pu . get Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has
occurred during the later stages of the Ple istocene Epoch and retreated from the region some
14,500 years ago.
The Vashon till soil unit was plowed under glacial ice during the most recent glacial period as it
advanced over an eroded, irregular surface of older formations and sediments. The till soil over
the top two to four feet is normally weathered to a medium -dense state, and is moderately
permeable and compressible. The underlying fresh till -soil, over -consolidated by 3,000 to 5,000
feet of ice, is a very -dense mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and
boulders, often referred to by laymen as "hard pan". The fresh till soils are practically
impervious. They have a shear strength comparable to that of low-grade concrete, and can stand
in steep natural or cut slopes and remain stable for a long period. If remained undisturbed and
well -drained, the fresh till soils can provide excellent foundation support with little settlement
expected.
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March 17, 2011
Three Single -Family Residences
L&A Job No. 11 -0 12
Page 4
The advance outwash soil unit, normally underlying a Vashon till soil unit, is composed of
stratified sandand gravel with very minor amount of silt and clay, deposited by the meltwater of
advancing glacial ice of the last glacier. The advance outwash deposits had been glacially
overridden and are generally dense to very dense in their natural, undisturbed state, except the
soil exposed in the top 2 to 3 feet which is normally weathered to a medium -dense state. Due to
their generally granular composition, the advance outwash deposits are of moderately high
permeability and drains fairly well.
SOIL CONDITION
The subsurface conditions of the lots and an adjacent private drainage easement were explored
with five test pits. These test pits were excavated on February 17 and March 4. 2011, with a
track -mounted backhoe to depths from 6.5 to 12.5 feet. The approximate locations of the test
pits are shown on Plate 2 - Site and Exploration Location Plan. The test pits were located with
visual reference to existing topographic features in the field and on the topographic survey map,
and their locations should be considered only as accurate to the measuring method used.
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered by test pit are presented in the soil logs on Plates 4
through 6.
The . two test pits, Test ocated in the upper portions (f :Lo:ts7 :and:8 :encLintered a
fresh till deposit of light -gray, very -dense, weakly -cemented, gravelly, silty, fine sand with
LIU & ASSOCIATES, INC.
March 17,2011
Three Single -Family Residences
L&A Job No. 11-012
Page 5
occasional cobble, from about 2.5 to 3.2 feet below ground surface to the depths explored. This
till deposit is overlain by layers of fill and weathered till soil.
Test PiC a�nd) located north of a buried stormwater detention vault in the private drainage
easement abutting the east side(o:f:L�ot �8,countered 6.1 and 3.3 feet of fill, respectively. Th I e
fill appears to be spoil soil from lot grading or from excavation of the vault pit and was disposed
onsite. It appears to have been compacted to some degree, but the fill in Test Pit 3 still
experienced some sloughing. A thin layer of relic topsoil was found underlying the fill in Test
Pit 3. QTestPit , located near th(Zeas . :tboundary of the easemen �,encountered a layer of topsoil,
f
but no fill. riderlying the fill and topsoil in these test pits are layers of weathered till and fresh
till soil to depths from 5.0 to 8.0 feet. A fresh advance outwash deposit of gray, dense, medium
sand with various amount of -gravel, was found underlying the fresh till layer in these three test
pits.
GROUNDWATER CONDITION
Groundwater was not encountered by any of the five test pits excavated on the site. The fresh till
deposit underlying the site at shallow depth is of extremely low permeability and may perch
stonnwater infiltrating into the more permeable surficial soils. The amount of and the depth to
this near -surface, perched groundwater would fluctuate seasonally, depending on precipitation,
surface runoff, ground vegetation cover, site utilization, and other factors. This near -surface
perched groundwater may dry up completely during the dryer Summer and Fall seasons and
accumulate and rise in the wet Winter season. The test pits were excavated in the middle of
Winter and the subject site is located on the top of a hillside, therefore, we anticipate only
limited amount, if any at all, of groundwater under the site even in the winter months.
Consequently, the impact of groundwater on the proposed development, in our opinion, should
be minimal.
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. 11-012
Page 6
DISCUSSION AND RECOMMENDATIONS
GENERAL
Based on the geologic condition indicated on the above -referenced geologic map and the soil
condition encountered by test pits excavated on the site, it is our opinion that the subject lots are
suitable for the development of the three proposed residences. The fresh till deposit at shallow
depth underlying the upper portion of the lots should be able to provide excellent foundation
support to the proposed residences. This deposit.is also of'extremely low permeability and will
not work well for infiltration facilities. How ever, the advance outwash sand soil encountered in
Test Pits 3 through 5 located at the downhill area in the private drainage easement is of
moderately high permeability and should be able to support infiltration facilities for stormwater
disposal of the residences to be constructed on Lots 7 and 8.
GEOLOGIC HAZARDS AND REMEDIATION
Landslide Hazard
The site is underlain at shallow depth by very -dense fresh till soil of high shear strength, with a
high resistance against slope failure. The fresh till soil is also exposed on a vertical cut bank in
the middle part of the hillside that can be seen from the gravel -surfaced yard next to a gas station
on Edmonds Way. This vertical cut bank in fresh till soil has remained stable for many years.
Therefore, it is our opinion that the potential for deep-seated landslides to occur on the subject
lots should be minimal, provided the recommendations in this report are fully implemented and
complied with during construction.
Erosion Hazard
The fill, topsoil and the medium -dense weathered soils mantling the site are of low to moderate
resistance against erosion, while the underlying fresh till and 'advance out deposit deposits are of
LIU & ASSOCIATES, INC.
March 17,2011
Three Single -Family Residences
L&A Job No. 11-012
Page 7
high to moderately -high resistance against erosion. There is an outside chance that erosion may
occur in the weaker surficial soils over the steep slopes of the lots if they are devoid of
vegetation cover and overly saturated. Progressive erosion can lead to shallow, skin -type
mudflows on the steep slopes of these lots. To mitigate such erosion hazard, vegetation outside
of construction limits should be preserved and maintained. Unpaved ex p*osed finished ground
within the site resulted from construction activities should be re -seeded and re -vegetated as soon
as possible. Concentrated stormwater should not be discharged uncontrolled onto the ground
within or adjacent to the lots. Stormwater over impervious surfaces, such as roofs and paved
driveways, should be captured by underground drain line systems connected to roof downspouts
or by catch basins installed in paved driveways. Water collected by these drain line systems
should be tightlined to discharge into a storm sewer or a suitable' stormwater disposal facility
system, such as infiltration trenches.
Seismic Hazard
The Puget Sound region is in an active seismic zone. The site is underlain at shallow depth by
dense to very -dense fresh till and advance outwash deposits of high to very -high shear strength.
Therefore, it is our opinion that the potential for seismic hazards, such as landslides, liquefaction,
lateral soil spreading, to occur on the site should be minimal if the erosion mitigation, drainage
control, site stabilization measures recommended in this report are fully implemented. The
proposed residences, however, should be designed for seismic forces induced by strong
earthquakes. Based on the soil conditions encountered by the test pits, it is our opinion that
Seismic Use Group I and Site Class C should be used in the seismic design of the proposed
r6sidences in accordance with the 2006 International Building Code (IBC).
TEMPORARY DRAINAGE AND EROSION CONTROL
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job NoA 1-0 12
Page 8
The onsite surficial soils contain a high percentage of fines which are sensitive to moisture and
can be easily disturbed by construction traffic. A sufficiently thick layer of clean, 2-to-4-inch
quarry spalls should be placed over areas of frequent traffic, such as the entrance to the site, as
required, to protect the subgrade soils from disturbance by construction traffic.
A silt fence should be installed along the downhill boundaries of the site to minimize transport of
sediment onto neighboring properties or the streets. The bottom of the filter cloth of. the silt
fences should be anchored in a trench filled with onsite soils.
Ditches or interceptor trench drains should be installed on the uphill sides of construction areas,
as required, to intercept and drain away storm runoff and near* -surface groundwater seepage, if
any. Water captured by such ditches or interceptor trench drains should be discharged. into a
nearby storm inlet. The storm inlet should be covered with a filter sock to prevent sediment
from entering the storm sewer system. The filter sock should be cleaned frequently during
construction to prevent clogging, and should be removed after completion of construction.
Spoil soil should be hauled off of the site as soon as possible. Spoil soil and imported structural
fill material to be stored on site should be located in areas where the ground surface is no steeper
than 15% grade, and should be covered with plastic tarps securely weighted down with
sandbags.
EXCAVATION AND FILL SLOPES
Under no circumstances should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should be no steeper than
3/4H: IV in the fill, topsoil and weathered till soil, and may be vertical in the underlying fresh till
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. 11 -0 12
Page 9
and advance outwash deposits provided that the overall depth of excavation does not exceed 12
feet. Unsupported permanent cut banks should be no steeper than 2-1/4H: IV in the fill, topsoil,
no steeper than 2H: I V in the weathered till soil, and no steeper than I- 1/2H: 1 V in the underlying
fresh till and advance outwash deposits.
Permanent, fill embankments required to support structural or traffic load should be constructed
with compacted structural fill placed over undisturbed, proof -rolled, firm, native, fresh till soil
after the surficial unsuitable soils are completely stripped. The slope of permanent fill
embankments should be no steeper than 2-1/411: IV. Upon completion, the sloping face of
permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
The soil units and stability of cut banks should be verified by a geotechnical engineer during
excavation. The above recommended cut and fill slopes are under the assumption that
groundwater seepage would not be encountered during construction. If groundwater seepage is
encountered, the construction should. be immediately halted and the slope stability re-evaluated.
The slopes may have to be flattened and other measures taken to stabilize the slopes. Surface
runoff should not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent
cut slopes or fill embankments should be vegetated as soon as possible for long-term stability,
and should be covered with clear plastic sheets, as required, to protect them from erosion until
the vegetation is fully established.
STRUCTURAL FILL
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single-Farnily Residences
L&A Job No. 11-012
Page 10
Structural fill is the fill that supports structural or traffic load. Structural fill, if required, should
consist of clean granular soils free of organic and other deleterious substances and with particles
not larger than four inches. Structural fill should have.a moisture content within one percent of
its optimum moisture content at the time of placement. The optimum moisture content is the
water content in the soils that enable the soils to be compacted to the highest dry density for a
given compaction effort.
Onsite soils meeting the above requirements may be used as structural fill. Imported materialto
be used as structural fill should be clean, free -draining, granular soils containing no more than 5
percent by weight finer than the No. 200 sieve based on the fraction of the material passing No. 4
sieve, and should have individual particles not larger than three inches.
The ground over which structural fill is to be placed should be prepared in accordance with
recommendations in the SITE PREPARATION AND GENERAL GRADING and
EXCAVATION AND FILL SLOPES sections of this report. Structural fill should be placed in
lifts no more than 10 inches thick in its loose state, with each lift compacted to a minimum
percentage of the maximum dry density determined by, ASTM D1557 (Modified Proctor
Method) as follows:
Application
Within building pads and under foundations
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
BUILDING FOUNDATIONS
% of Maximum Dry Densily
95%
95% for top 3 feet and 90% below
92%
95% for top 4 feet and 90% below
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March 17, 2011
Three Single -Family Residences
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Page 11
Conventional footing foundations may be used to support the proposed residences. The footing
foundations should be constructed at least 6 inches into the underlying, yery-dense, fresh till
soils. Water should not be allowed to accumulate in excavated footing trenches. Disturbed soils
in footing trenches should be completely removed down to undisturbed, native, fresh till soils
prior to pouring concrete for the footings.
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
0 The -allowable soil bearing pressure for design of footing foundations, including dead and
live loads, should be no more than 3,000 psf if constructed into very -dense, weakly -
cemented, fresh till soils. The footing bearing soil should be verified onsite by a
geotechnical engineer after the footing trenches are excavated and before the footings
poured.
• The minimum depth to bottom of perimeter footings below adjacent final exterior grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
• The minimum width should be no less than 16 inches for continuous footings, and no less
than 24 inches for individual footings, except those footings supporting light -weight
decks or porches.
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations
designed and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 1/2 inch or less and the differential settlement
across building width should be 3/8 inch or less.
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. 11 -0 12
Page 12
Lateral loads on the proposed residences may be resisted by the friction force between the
foundations and the subgrade soils or the passive earth pressure acting on the below -grade
portion of the foundations. For the latter, the foundations must be poured "neat" against
undisturbed soils or backfilled with a clean, free -draining, compacted structural fill. We
recommend that an equivalent fluid density (EFD) of 350 pcf (pounds per cubic foot) for the
passive earth pressure be used for lateral resistance. The above passive pressure assumes that the
backfill is level or inclines upward away from the foundations for a horizontal distance at least
1.5 times the depth of the foundations below the final grade. A coefficient of friction of 0.55
between the foundations and the subgrade soils may be used. The above recommended soil
parameters are unfactored values, and a proper factor of safety should be used in calculating the
resisting forces against lateral loads on the proposed residence.
ONSITE STORMWATER DISPOSAL
Feasibility
Three soil samples were selected for Particle Size Distribution tests in laboratory to determine
feasibility of using infiltration trenches to dispose stormwater onsite for the residences to be
constructed on Lots 7 and 8. These soil samples were obtained from the advance outwash
deposit in test pits excavated at the lower portion of the hillside within the private drainage
easement abutting the east side of Lot 8. Soil Sample I was taken from Test Pit 3 at 8.5 feet
deep, Soil Sample 2 from Test Pit 4 at 8.5 feet deep, and Soil Sample 3 from Test Pit 5 at 6.0 feet
deep. The reports of these tests are presented in APPENDIX — Laboratory Tests, attached
hereto.
As shown on the Particle Size Distribution reports, Soil Samples I through 3 were all composed
of gravelly fine to coarse sand, with a clay content of 3.4%, 3.0% and 3.5%, and gravel/sand
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. I 1 -0 12
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content of 82.1%; 82.8%, and 81.9%, respectively. According to the USDA Texture Triangle
(from U.S. Department of Agriculture), shown under Appendix, all three soil samples can be
classified as sand -dominated Loamy Sand. This type of soil should be able to support infiltration
trenches for onsite stormwater disposal.
Design Inffitration Rate
According to Table 3.7 of the Stormwater Management Manual for Western Washington, 2005
by Washington State Department of Ecology, the estimated long-term (design) infiltration rate is
0. 5 iph (inch per hour) based on a correction factor of 4 on a short-term infiltration fate of 2 iph
for loamy sand, and is 2.0 iph based on a correction factor of 4 on a short-term infiltration rate of
8 iph.for sand. Since the loamy sand of the advance outwash deposit is sand -dominated, we
recommend a design infiltration rate of 0.75 iph be used for the design of infiltration trenches to
be used for onsite dispose of stormwater for theresidences to be constructed on Lots 7 and 8.
Construction Recommendations
Infiltration trenches extending to at least 6 inches into the underlying advance outwash sand
deposits at the lower portion of the hillside within the private drainage easement may be used to
dispose stormwater for the residences to be constructed on Lots 7 and 8. To -reach this target soil
layer the infiltration trenches would have to be excavated from approximately 5.5 to 8.5 feet
deep. The soil unit at bottom of infiltration trenches should be verified by a geotechnical
engineer.
The infiltration trenches should be set back at least 5 feet from property lines and at least 8 feet
from nearby house foundations. Cut banks of the trenches should be set back at least 2 feet from
the nearby existing rockery, and should be sloped back no steeper than 3/4H: IV in fill, topsoil or
weathered soil and may be vertical in the underlying fresh till and advance outwash deposit. The
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March 17, 2011
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soil units and stability of trench cut banks should be verified by a geotechnical engineer during
excavation.
The schematic presentation, of an infiltration trench with a single dispersion pipe is shown on
Plate 7. The infiltration trench should be at least 24 inches wide. The schematic presentation of
an infiltration trench with multiple dispersion pipes is shown on Plate 8. Multiple dispersion
pipes, if used in an infiltration trench, should be placed at least 2 feet off the trench walls and
spaced at no closer than 4 feet on centers.
The side walls of the trenches should be lined with a layer of non -woven filter fabric, such as
MIRAFI 140NS. The trenches are then filled with clean washed 3/4 to 1-1/2 inch gravel or
crushed rock to within about 8 inches of the finish grade. The dispersion pipes should be
constructed of 4-inch rigid PVC pipes and laid level in the gravel or crushed rock filled trenches
at about 10 inches below the top of trenches. The top of the gravel or crushed rock fill should
also be covered with the filter fabric liner. The remaining trenches should then be backfilled
with compacted onsite clean soils. Stormwater captured over paved driveways should be routed
into a sediment control structure/oil-w.ater separator catch basin before being released into the
infiltration trenches.
DRAINAGE CONTROL
Building Footprint Excavation
Building footprint excavation for the proposed residences, if encountering groundwater seepage,
should have bottom of excavation sloped and ditches excavated along the bases of cut banks to
direct collected groundwater into sump pits from which water can be pumped out. A layer of 2-
inch crushed rock should be placed over footing bearing subgrade soils, as required, to protect
the soils from disturbance by construction traffic. This crushed rock base should be built to a
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March 17, 2011
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few inches above groundwater level, but not less than 6 inches thick. The crush rock base
should be compacted in 12-inch lifts to a non -yielding state with a vibratory mechanical
compactor.
Runoff Over Impervious Surfaces
Storm runoff over impervious surfaces, such as roofs and paved driveways, should be collected
by underground drain line systems connected to downspouts and by catch basins installed in
paved driveways. Stormwater thus collected should be tightlined to discharge into a nearby
storm sewer or a suitable stormwater disposal facility system, such as infiltration trenches.
Building Footing Drains
A subdrain system should be installed, around the perimeter footings of each of the proposed
residences. The subdrains should consist of a.4-inch-minimum-diameter, perforated, rigid, drain
pipes, laid a few inches below bottom of the perimeter footings of the buildings. The trenches'
and the drain lines should have a sufficient gradient (0.5% minimum) to generate flow by
gravity. The drain lines should be wrapped in non -woven filter fabric socks and completely
enclosed in clean 3/4 to - 1- 1/2 inch washed gravel or crushed rock. The remaining trenches may
be backfilled with clean onsite soils. Water collected by the perimeter footing subdrain systems
should be tightlined, separately from the roof and surface stormwater drain lines, to discharge
into a storm sewer or a suitable stormwater disposal facility, such as rain gardens.
Surface Drainage
Water should not be allowed to stand in any areas where footings, on -grade -slabs, or pavement is
to be constructed. Finish ground surfaces should be graded to direct surface runoff away from
the proposed residences. We recommend the finished ground be sloped at a gradient of 3. percent
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. 11-012
Page 16
minimum for a distance of at least 10 feet dway from the buildings, except in the areas to be
paved.
Cleanouts
Sufficient number of cleanouts at strategic locations should be provided for underground drain
lines. The underground drain lin es should be cleaned and maintained periodically to prevent
clogging.
RISK EVALUATION STATEMENT
The subject site is underlain at shallow depth by very -dense, weakly -cemented, fresh till and
advance outwash soils. These basal soils are of high shear strength and the site should be quite
stable. Proper and adequate erosion mitigation and surface and groundwater drainage control are
key to maintain site stability during and after completion of construction. It is our opinion that if
the recommendations in this report are fully implemented and observed during construction and
following the completion of construction, the areas disturbed by construction will be stabilized
and will remain stable, and will not increase the potential for soil movement. In our opinion, the
risk for damages to the proposed development and from the development to adjacent properties
from soil instability should be minimal.
LIMITATIONS
This report has been prepared for the specific application to this project for the exclusive use by
Murphy Building Company and their representatives, associates, consultants and contractors.
We recommend that this report, in its entirety, be included in the project contract documents for
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. 11-012
Page 17
the information of the prospective contractors for their estimating and bidding purposes and for
compliance with the recommendations in this report during construction. The conclusions and
interpretations in this report, however, should not be construed as a warranty of the subsurface
conditions. The scope of this study does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor's methods,
techniques, sequences or procedures, except as specifically described in. this report for design
considerations.
Our recommendations and conclusions are based on the geologic and soil conditions encountered
in the test pits, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied, is made.
The actual subsurface conditions of the site may vary from those encountered by the test pits.
The nature and extent of such variations may not become evident until construction starts. If
variations appear then, we should be retained to re-evaluate the recommendations of this report,
and to verify or modify them in writing prior to proceeding further with the construction of the
proposed development.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to contact us if you have
any questions regarding this report or need further consultation.
LIU & ASSOCIATES, INC.
March 17, 2011
Three Single -Family Residences
L&A Job No. I 1 -0 12
Page 18
Eight plates attached
Yours very truly,
LIU & ASSOCIATES, INC.
J. S. (Julian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
LIU & ASSOCIATES, INC.
March IT 2011
'I'liree Siji-lc-Familv Residences
r, -
L&A. Jot) No. I I -M
. I CLOSUIRE. -
We are pleased to be of ser\ ice to N-OU *on this projject. Piet -se feet free to contact us OU have
XIV questions regarding this report or need Wrther consultation.
Eight plates atlkbed
YOUrs very truly.
W I -
I I LI A), A QQ I W-I A Tl�'Q. I - Tr-
....... Nl-
Effl. Ph.D.. P.F-
LIU & ASSOCIATES, INC.
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Ll U & ASSOCLILTES, INC. THREE SINGLE-FAMILY RESIDENCES
228XX - 96TH PLACE WEST
Geotechnical Engineering E_:nqineenng Geology S6ence EDMONDS, WASHINGTON
JOB NO. 11-012_ 1 DATE 2/15/2011 1 PLATE
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UNIFIED SOIL CLASSIFICATION SYSTEM
.MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
C L E N
G'A/
COARSE-
"4
GR �J'El
GRAVEL WITH
GM
k G
3RAINED
�Ot-,F.SE
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SOILS
p E: 1 z�. i N, E C,
FINES
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NO -X SiEVE
FINES
FINE-
SILT AND CLI^"kY
INORGANIC
ML
S11-7
CL
CLAY
GRAINED
LIOUID LIM5T
ORGANIC
OL
'zl,-.T. OR-GANIC CLA-Y
SOILS
LESS THAN 50%
MOR E TH AN 50%
SILTY AND CLAY
INORGANIC
MH
D: HIGH PLASTICITY E�ASTI-- S-LT
CH
I T �-I.A i
PASSING ON THE
LIC-JOD D10:T
I ORGANIC
OH
o R G A IN C S, L T. 0 :1 G t"�"j I C S � L T
N'0-200 SIEVE
50�1/r2 OR MORE
I
HIGHLY ORGANIC SOILS
PT
Pm- A T AND C-TH ER L T r'.R N IC SCL-Lz
NOTES:
SOIL MOISTURE MODIFIERS:
FIELD CLASSIFJCA,710�j IS BASE[) ',:j
DRY - -�:F DRl' TO
OF S01 :N GENERAL AXORr.�ANCE AS. D-
THE T'--�UCH
2 SOIL 'CLASSIFlCATION USING LABORATORY TESTS IS BASED
SLIGHTL �' k1C IS7 MCi�ST� jR7- '.-)---T D jS
ON AST M D24-67-83
IA 0 1 S T - DA 11M P, P- U NO VI S: 6 L E E R
3. DESCRIPTIONS OF SOIL DENSITY OR CONSIS7ENCY ARE
VERY MOiST- VERY DAMP. tAOISTURE FELT THE 7�:,UCH,
BASED OWNTERPRETATION OF BL0VV-COU,'-jT DATA, VISUAL
VVET - VIS!BLE FREE �AJATEP OR SATURATED,*
APPEA.RkNCE OF SCILS. AND;OR TEST CATA
S L y S,--; 1 L S 0 3 A I E D F R C., r,1 e E L C V v
V/ATER TABLE
1,11) & ASSOCtATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Geo',F- clinical E�jgmeerinq - Engineering Geblogy Earth Science
LPLATE 3 p
Loaaed Bv: JSL
TEST PIT NO.
Date: 2/17/2011
ii
Ground El.
Depth
ft.
USCS
CLAS&
Soil Description
Sample
No.
W
%
Other
Test
Sm
Scottish broom and berry bush on surface
1
Brown to gray, medium -dense, silty fine SAND. some gravel,
with fine roots. moist (FILL)
2
- - - - - - - - - - - - - - - - - - - - - - - - -
—
- -
- - - - --
Sm
- - - - - - - - - -
Light -brown, medium -dense. silty fine SAND. trace gravel. moist
(weathered VASHON TILL)
4
------------------------------------------
Sm
Light -gray, very -dense, gravelly, silty, fine SAND. occasional
cobble, weakly -cemented, r-noist fresh VASHON TILL)
6
7
8
10
12
13 47TTest
pit terminated at 12.5 ft: groundwate.r not encountered.
TEST PIT NO. 2
L000ed Bv: JSL Date: 2/17/2011
Ground El.
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
Sm
Lawn grass on surface
1
Brown to gray, mediu.m-dense. silty fine SAND, trace gravel,
___p . !(Lc(Lof cloth, moist (FILQ - - - - - - - - - - - - - - -
2
Sj�
Brown, me&7�Trri-Cense, silty fine SAND, trace gravel, moist
- -
- - - -
- - -- (wutheiecLYASR0NJLLU - - - - - - - - - - - - - - - - - - -
3
SM
Light -gray. very -dense, gravelly, silty. fine SAND, occasional
cobble, weakly -cemented. moist (fresh VASHON TILL)
4
5
7
Test pit terminated at 6.0 ft; groundwater not encountered,
8
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
, TEST PIT LOGS
THREE SINGLE-FAMILY RESIDENCES
228XX - 96TH PLACE WEST
EDMONDS, WASHINGTON
JOB NO. 11-012 1 DATE 3/412011 1 PLATE 4
Logged By: JSL
TEST PIT NO.
Date: 3/4/2011
3
Ground El -
Depth
ft.
LISCS
CLASS.
Soil Description
Sample
No.
w
%
Other
Tesi
SIM
Scottish broom and berry bush on surface
Brown to gray, loose to medium -dense, slightly silty, fine to
medium SAND, trace to some gravel, moist (FILL)
2
Note-, Fill on trench wall partially collapsed.
4
6
------------------------------------------
7
SP/SM
Brown. medium -dense, slightly silty, fine SAND, some gravelly,
moist
8
s�5
_dra_y_,d_en_s_e, medij�A�15, Trace to some gravelly, moist
(fresh ADVANCE OUTWASH)
10
111
1
Test pit terminated at 10.0 ft: groundwater not encountered.
TEST PIT NO. 4
Logged By: JSL Date'. 3/4/2011
Ground El.
Depth
ft.*
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
Sm
Scottish broom and berry bush on surface
Light -brown to light -gray, niedium-dense, gravelly, silty, fine
SAND, trace gravel, rnoist (FILL)
2
4
-------------------------------------------
OL
Dark -brown, loose. organic, silty fine SAND, moist
L�emnant TOPSOIL) . . . . . . . . . . . . . . . . .
Brown, r;�dium-dense. silty fine SAND, trace gravel. moist
(weathered VASHON TILL)
------------------------------------------
Sm
Light -brown to light -gray, very -dense, gravelly, silly, fine SAND,
7
weakly -cemented, moist (fresh VASHON TILL)
8
------------------------------------------
Gray. dense. gravelly. rnediurn SAND, moist
9
(fresh ADVANCE OUTWASH)
10
11
Test pit terminated at 10.0 ft; groundwater not encountered.
12
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
TEST PIT LOGS
THREE SINGLE-FAMILY RESIDENCES
228XX - 96TH PLACE WEST
EDMONDS, WASHINGTON
JOB NO DATE 3/4/2011 1 PLATE 5
or
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TEST PIT NO.
Date'. 3/4/2011
5
Ground El. t
Depth
ft
USCS
CLASS.
Soil Description
Sample
No.
W
r/:;
Other
Test
Sm
Scottish broom and berry bush on surface
1
Dark -brown, loose, organic, silty fine SAND, fine roots.. moist
Sm
\(TOPSOIL)
2
Brown, medium -dense. silty fine SAND. sorne gravel, moist
(weathered VASHON TILL)
3
4
-----------------------------------------
SM
Light -gray, very -dense, gravelly, silty, fine SAND, weakly -
cemented, moist (fresh VASHON TILL)
5
- - -
- - - - - - - - - - - - - - - - - - -- - - - - - - - -
—
- -
-
SP
Gray.. dense. medium SAND. some gravel, moist
6
(fresh ADVANCE OUTWASH)
7
9
Test pit terminated at 8.0 ft,- groundwater not encountered.
10
Logged By:
TEST PIT NO.
Date:
Ground El.
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
W
%
ther
Test
2
3
4
6
7
8
9
10
LIU & ASSOCIATES. INC.
C,Poterhnical Engineering Engineering Geology Earth Science
TEST PIT LOGS
THREE SINGLE-FAMILY RESIDENCES
228XX - 96TH PLACE WEST
EDMONDS, WASHINGTON
JOB NO. 11-012 1 DATE 3/4/2011 1 PLATE 6
or,
5;
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APPENDIX
RESULTS OF LABORA]'-ORY -1"FSTS
TURFE. SINGLE-FAMILY RESIDENCES
228XX - 96 PLACE WEST
EDMONDS, WASHINGTON
LIU & ASSOCIATES, INC.
90
8C
70
cc
LU 60
Z
Z 50
UJI
Q
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LLJ 40
0-
30
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ASTM C117/136 Particle Size Distribution Report
Z" Z
H
71 -T-
-7
T--
t 4
500 100 10 1 0.1
GRAIN SIZE - nim
1 : ,
7-77
0.001
% COBBLES % GRAVEL % SAND % FINES
1- SILT CLAY
CRS. FINE CRS. MEDIUM -FINE i - -
0.0 27.4 1 12.8 5.9 11.8 24.) 14.5 3A
SIEVE
SIZE
PERCENT
FINER
SPEC
PERCENT
PASS?
(X=NO)
2 in.
100.0
1-1,'2 in.
82.1
I ill.
78.2
3/4 it).
72.6
5,18 in.
0.4
1121 i
67.
3/8 in.
65.3
.44
59.S
U110
53.9
#40
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1
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17.9
0.0318 111W..
10.6
0.0205 nim.
8.8
0.0121 ami.
6.3
0.0087 mm.
5.1
0.0062 nirn.
3.9
0.0030 nim.
2.7
0. 00 13 ill in.
1.9
Soil Description
T F -.3,
S,ln(]V TA)arn
Atterberg Limits
PL= LL= Pl=
Coefficients
D85= 40�7
D60= 4.10 D50=
D-,o= 0.17-7
-i- D10= 0.0278
D15= 0-0575
C-U= 17516
Cc= 0.23
Classification
USCS=
AASHTO=
Remarks
F.M.=1.20
- (nosp-r-ification providcJ)
Sample No.: 9724 Source of Sample: Murphy 3 Sing1c 1-w2o Date: 3-16-2CI 1
Location: Elev./Depth: 8-
4.
Client: Lui & A.-;so(;iate-s
F�i Project: 2011 LaboratoryTesting
0=7.3-:-1; .0 Project No: 0911-28 Nick Averill
100
90
80
LU Go
LL
F_
Z 50
Uj
C)
0�
W 40
30
20
10
'�O(L_ '�AMEL-e- 2-
ASTM C117/136 Particle Size Distribution Report
';'T
GRAIN SIZE - mm
% FINES
% GRAVEL % SAND
% COBBLES CRS. FIN 711 N E SIL CLAY
E CRS. 1 WFDIL�l
___T_ . 7--
).0 j 23.,3 lo.0 13.5�� -) 142
SIEVE
SIZE
PERCENT SPEC.' PASS?
FINER PERCENT (X=NO)
1-1,14 in.
100.0
I in.
9�-o
3fA in.
96.9
5`8 i n .
87.0
3/8 in.
78.6
*4
67.1
#ic
56.1
=140
42.�
00
17.2
0.0331 M01.
9.2
0.0210 fill)).
8. 4
0.0124 win.
b. I
0.0089 ll)M.
3.9
0.0063 mm.
3.2
0.0031 min.
2.4
0.0013
1.7
TP I
Loamy Sand
Soil Description
Atterbera Limits
PL.=
LL=
Pl=
Coefficients
D85= 14.0
D60= 2.81
D50= 0.95,S
D30= 0.1 13
D15= 0.0036
D10= 0.03S5
Cu= 72.98
cc= 0.28
Classification
USCS=
AASHTO=
Remarks
F'. M. = 0. 6 3
. (Tio spcci5c�ativji prolidcd)
Sample No.: 9725
Source of Sample:
M, Lrpby 3 ,;illgle l7al, ON Resldeiice -11-010 Date: 3-15-2011
Location:
Elev./Depth: 8.5'
Client:
P oj ct*
Lui & Associ�-,Le%
20i
C/NSCAME 7=-, I[IJG I
E. 12�
ProjectNo: 091.1-28
Nick Averill
a:
LU
4�0[L' 5�AmrL_E 5
ASTM C1 17/136 Particle Size Distribution Report
A
)o
30
ro
a
io
;o
to
w
IT
30
P
- N:.
w
10
o
�nn In 01 0001
GRAIN SIZE - mm
% COBBLES % GRAVEL % SAND %FINES
CRS. MEDIUM FINE SILT -CLAY - -----
13.7 19-3 i 6.0 ').2-3 ilL 14.6
SIEVE !PERCENT
SIZE FINER
SPEC.* PASS?
PERCENT (X=NO)
I- H4 in.
100.0
I i 11.
0.1.3
34 in.
86.3
518 in.
84.0
L �2 in.
79.0
3/8 jil.
72.9
94
67.0
1110
61.0
#40
48.7
�K_)00
18.1
0.0126 mm.
0.1
0.0') 10 mm.
7.8
0.0 123 mm.
6.3
0.0088 IM-n.
4.8
0.06'? clun,
4.0
0.0031 rnro.
73
0.0013 null.
1.�
Soil Description
TP-5
Atterberg Limits
PL=
LL=
pl=
Coefficients
D85= 17.2
D60= 1.71
D50= 0.469
D3o= 0.150
D15= 0.0593
D10= 0.032-1
CU = 5 3.21 3
Cr= 0.41
Classification
USCS=
AASHTO=
Rernarks
F.M. -0.74
(no.Tecification provic:W)
Sample No.: 9720 Source of Sample: N.1urphy 3 Single Runily Reside-nct- - 11-010 Date: 3-15-201; 1
Location: Elev.iDepth: 6.0'
FClient: Lui & A,,;:Nociate.%
Project: 2011 Laboratory Tescing,
C^.SfZ:Ar'3F= 7FRT111J0 L_n,1�30F=�,^Jro =111. I
J Project No: (011-18 Nick Averill
Textural Triangle U.S.D.A.
100% clay
so
so
20
70 Cis
30
so
40
silly
so
A
clay
10:�
ft .,� � .- - - - 1�
ey Clay
illy
�60
lay
fntn Sandy lay
loam
TO
loam
Los,\//
10
an
loam
sit
100% sand 90 Go 70 GO 60
40 30
20 10 100% 614t
i Shaded area is applicable for design of infiltration BNIPs
Figure 3.27 USDA Textural Triangle
Source: U.S. Department of Agriculture
3-74 Volume 1/1 — Hydrologic Analysis and Flow Control BMPs February 2005
I . .
Ao/ -/
'01&4 ea 152 0 z-o F
r
J�.:
S-,q- -S F
kwg I. /PLO
-Fo 4,, 1 . 4,, 1 g ,^, - .5 t
2oqS
71b' k1s'
1A 7- z 5- 's =
PAY
((??/I cj� 7, Zoi
L4 el, dp�o )A7
e4oves
m� Toot \40-
J-POL
F
6L <Jk4
iz
CURRENTAS-BUILT CONTOURS (TYP.)
MONUMENT C41-
CrT A rrk[Tr*D r1r 9om PL. W.
CULDESAC PER
PLAT ENGINEERING
ELEV. 385.58'
PRE -DEVELOPMENT CONTOURS (TYP
Im
SF
SLOPE +4%'
41
k
n P \4 Y---�-
77�
10, 5
7
?B 8,658 VF 4P
0,
LINE OF
STRQqTURE K
LINE OF 18"
0 G OLYMPIC VIEW KA��R
I AND SEWER DISTRICT'
CE 'SANITARY SEWER ESMT.
FF M
@ 385.00'
FIR&LACe)15 z 7
winr
4' WIDE
K
118 6EP
ON
00
-i4i.-o 0-,
z
15'
UTILITY
EAsEMENT 355--
% 8
16,69
SCALE: 1 " = 20'
0 10
ADDRESS
TAX PARCEL NO
LEGAL
DESCRIP770N.
S17E AREA:
LOT SLOPE
NORTH-SOU771
I HEIGHT r,4LCULA
20 A= 393
B= 387
C= 378
n- 701)
0WNEFYCONTF?AV
EROsIOjq TOR IS RESPONSIBLE FOR
CONTROL AND DRAINAGE
AFF�Acvm AS wmu
y cr I ws
OWNER/dONTRAOT09 (S RESPONSIBLE FO'�
EROSION CONTROL AND DRAINAGE
q It,
154014= 385.00'
AVERAGE GRADE= 385.00'
ACTUAL BUILDING HEIGHT= 408.16'
MAXIMUM BUILDING HEIGHT= 410.00'
LOT COVERA
22806 96TH PL W.
00937900000700
SECTION 36, TOWNSHIP 27, RANGE 3
NE QUARTER K. ELSIE BLK 000 D-00 LOT 7
8,658 SQUARE FEET
385.00' - J60.00'= 25.00'
30.00 VERTICAL FEET= 26.0% SLOPE
115.00 LINEAR FEET
RESIDENCE 1,512 SQUARE FEET
INC. COVERED
PORCHES, GARAGE
TOTAL
1,51218,658= IZ46Z
IMPERWOUS COVERAGE.
RESIDENCE
(including overhangs)
DRIVEWAY
1,512 SQUARE FEET
mx mmmum
LOT COVERAGE
1,512 SQUARE FEET
541 SQUARE FEET
WALKWAY 30 SQUARE FEET
TOTAL Z083 SQUARE FEET
CONTACT OLYMPIC VIEW
WATER/SEWER DISTRICT
NOTE
1. SEE GWINGITESC AND DINNAGE/UnL17Y PLANS
FOR MORE INFORM4770N.
ZkV?_0 10 -0 -7 5- -7
A?PROVED �Y PLANNING
0 __-A
Zone Corner-jjFIA&.p
Setbacks
Re, q i r ed
Actual
Front
Sides
771p�-
Rear
-3
Other
H*ht
I L
m
LINE
TYPE
AREA (SOFT)
1.
EXEMPT
CUM
NO#-VOPT
-n
-
REPLACED
m
3.
NEW
4. 1 TO TA L I I z 083
NW114, AE1/4, SEMON 36, T27N., ME., W.M.
SNOHOAHSH COUNTY
CLEARWATER
DESIGNED BY. DATE. I SCALE. JOB NO.:
S.ROSE 051 1,�--20 10-0525
SITE PLAN
I I
RES UB amp
INSIONT INGININKING CO.
JUL 0 5 2011 P.O. BOX - 1478
EVERFIT, WA 98206
BLJJLDING DEqARi.-ME10425) 303-9363 (425) 303-9362 FAX
Cj,Ty Of OtPONDS INFO@INSIGHTENGINEERING.NEr .
EX.
HSE.
C.O.
TOP-368.2
8
FILE
HSE.
7 INFILL PIT
6
-- - - - - - - - -
6
C.O.
- — — — — — TOP-353.8
TOP=378.7
50,
PRIVATE
DRAINAGE
EASEMENT
TO BENEFIT
40 LOTS 1-8
I.E.-M9. f8
12.5 RET. WALL
TOP (Typ.)
.10 0 10 20 40 39
FLOOR AREA
±440 S.F.
I 1NdH = 20 F7.
Storm "As-Builts"
TOE (TW.)
Elise Short Plat
96th P1. W
..........
121191201f
lb
jcofam Aneea, an RIP/W
OvERFLOw
MEMO
337. 3
A c-+v&Q 0 CB
ESC NOfIES (ECDC 18.30. ThE.12 ELEAENTS OF TESC BAV
CONSTRUCTiONSEQUENCE
AW1/49 AE1/4, SECTION 36, T27N., R.3E., W.M.
A. ESC IS.* ALL ACTIVITIES NECESSITA77NG A CLEARING OR GRADING PERMIT AND ALL UTLI MARK CLEARING LIMITS.
I TY ELEMENT11
UM. REQUIREMEN
PROJECT 5 CONSIS77NG OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAV477ON SHALL BE REQUIRED TO CONTROL LIMIT OF CONSTRUC77ON ARE CLEARLY MARKED. 1. PRIOR TO C6NSTRUC77ON ACTIVMES, THE CONTRACTOR SHALL
SCHEDULE AND ATTEND PRECoNsTRuCI?0N CONFERENCE WITH THE
SNOHOMISH COUNTY, WASHINGTON EROSION ND SEDIMENT DURING CONSTRUCTION AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM SNOHOMISH COUNTY INSPtCTION UNIT AND EROSION CONTROL
CONSTRL �3710N. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE REQUIRED TO COMPLY WITH ANY COMBINA77ON OF ELEMENT 112 - ESTABLISH CONSTRUCTION ACCESS: SPECIALIST
THE ESC MINIMUM REQUIREMENTS COMPL14NCE WILL BE DEMONSTRATED THROUGH 774E IMPLEMENTATION OF AN A STABILIZED CONSTRUCTION ENTRANCE is SHOWN.
APPROW ESC PLAN. GUIDELINES FOR PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL. THE PLAN MUST
ADDRE$! THE FOLLOWING REQUIREMENTS. 2, FLAG CLEARING LIMITS AND INSTALL SILT FENCE AS SHOWN.
ELEMENT J-3 - CONTROL FLOW RA7ES.
AN INFILTRATION TRENCH IS PROPOSED.
3. INSTALL ROCK CONSTRUCTION ENTRANCE.
1. ESC UM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. CONSTRUC71ON VEHICLE ACCESS SHALL BE, WHENEVER
PRAAC LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK ELEMENT J4 - INSTALL SEDIMENT CONTROLS.
TO v E THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS 4. GRADE AND $TABILIZE FOUNDATION AREAS. COVER EXPOSED SOILS
TRANSPORTED ONTO A ROAD SURFACE, SILT FENCE, INLET PROTECTION, MULCH, INTERCEPTOR SWALES AND
WITH MULCH,'HOG FUEL OR HYDROSEED.
'HE R
THE S SHALL BE CLEANED THOROUGHLY AT 774E END OF E4CH DAY. SEDIMENT SHALL BE' REMOVED FROM ROADS SEDIMENT POND ARE PROPOSED.
5`111 ING OR SWEEPING AND BE ITMNSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS.
BY SHO ' 5. CONSTRUCT WATER AND STORM UTILITIES. INSTALL 'GAS, POWER,
STREET IN SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER. ELEMENT #5 - STABILIZE SOILS.
TELEPHONE AND CABLE UTILITIES, AS REQUIRED.
SOIL STABILIZ47ION IS ACHIEVED BY MULCHING, PLASTIC COVERING AND
2 ESC hf� MUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIMES SEEDS.
ST 6. ALL DISIURBED AREAS ON AND OFF SITE SHALL BE REPLACED WITH
ABILIZED BY SUIIABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR COMPOST AMENDED SOIL PER STORMWATER MANUAL DEFAL . 3.
-OR MULCHING. ALL 8MPS SHALL BE SELECTED, DESIGNED, AND MAINTAINED IN 1 751
OTHER RON, PLASTIC. COVERING, ELEMENT 16 - PROTECT SLOPES.
A
I'D
ACCOR NCE WITH THE MANUAL THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE 5 ARE PROTECTED BY PLASTIC COVERING, MULCHING AND
(TYPICAU"Y, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND SLOPE, 7. CONSTRUCT STORM DRAINAGE SYSTEM AND REMOVED SEDIMENTA77'ON
EXIS77NG VEGETATION. IN ALL CATCH BASINS AND THE VAULT.
NO 7HAN SEVEN DAYS FROM MAY .1 THROUGH SEPTEMBER 30).
3. ELEMENT J7- PROTECT DRAIN INLETS: 8. STABILIZE ALL DISTURBED AREAS AND REMOVE ALL TE.S.C. MEASURES.
ESC MIA (MUM REQUIREMENT - PR07ECTION OF ADJACENT PROPERTIES. ADJACENT PROPERTIES SHALL BE PR07ECTO INLET PROTECTIONS ME PROPOSED FOR THE STORM DNINS.
DIMENT DEPOSITION BY APPROPRI47E USE OF VEGETA77VE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS,
FROM S1,
SCALE: 1 20' DIKES OR
,,' MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER APPROPR14TE BMPS. ELEMEN18 - STABILIZE CHANNELS AND OUTLETS.
CLEARED AREA: 17,278 SF COVER ANY STORM WATER OUTLET PR07ECTIONS ARE PROPOSED.
4. ESC IIIIJ CD
CATCH WINS DOWNSTREAM FROM �MUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT CONIROL BMPS SHALL BE REGULARLY
1. C812
20 10 0. 20 40 THE SITE WfTH FILTER SOCKS TO GE 374.20 INSPECt"t AND MAINTAINED BY THE OWNER TO ENSURE CON77NUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL ELEMENT J9 - CONTROL POLLUTANTS. -
PREVENT SffE RUNOFF PROM IE 370.031 MMNTEM NCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL. ALL VEHICLES, EQUIPMENT AND PEP?OLEUM PRODUCT
ENTERING PER EDMONDS STANDARD
STORAGEIDISPERSING AREAS WILL BE INSPECTED REGULARLY To
OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO M GATE E L;11111- -pt, w
DETAIL E1.2 5. E4C EQUIREMENT III TH DETECT ANY LEAKS OF SPILLS, AND TO IDENTIFY WNTE)VANCE NEEDS
.96th PIT W EX. 6" PVC AND PREVENT LEAKS OF SPILLS
JL J-do vi 0 E (M'�';�OF INCREASED RUNOFF SHALL BE APPLIED.
MONUMENT
SET A CENTER OF PRE -DEVELOPMENT AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND U71LITY CONSTRUCTION. THE CONSTRUCTION OF ELEMENT J10 - CONTROL DEWA7ERING.
CULDESAC PER CONTOURS 6. EROSIOA
PLAT ENGINEERING TEMPORARY A EX. 8 CUP UNDERGI(OUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING. 7HESE WILL BE NO DEWATERING AS PART OF THIS CONSTRUCTION
. � 1i PROJECT.
ELEV. 385.58' CONSIRUC170M \DRWY J� A. EROS(ON CONMOL FOR EXCAVATED AND STOCKPILED MATERIALS,
WMCE ELEMENT #Il- MAINTAIN BMPs.
cap B. THE FTACEMENT OF EXCAVATED MATER14L WHERE CONSISTENT WITH SAFETY AND SPACE CONSIDERATIONS SHALL BE ALL TE,)C BMPS SHALL BE MAINTAINED AND REPAIRED AS NEEDED.
co EXISTING G P C9,D ON THE UPHILL SIDE OF TRENCHES,
E 362.37 LA
CONTOURS
MHJ10 E 358.37
1 11. ELEMENT #12 - MANAGE THE PROJECT.
RIM 383.40 C.
DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE 7HIS COULD BE ACHIEVED BY MINIMIZING THE EXTENT.AND DURATION
IE.375.00 OF THE AREA EXPOSED AND BY EMPHASIZING EROSION CONTROL THEN
10, SEVIMEfff CONTROL.
r 8 1 CITY OF EDMONDS 0. TR4C AND SPILLING OF MATERALS ON STREETS DUE TO HAULING;
EXIST. SIV & DIW .7. - e"
16,695 DRAINAGE �ASEMENT
E. DAILY$[ CLEANUP AND STREET MAINTENANCE,
RESIDENPE N.)
FF MAIN 01377.5 500 Z ADDITIO L ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENM ALL NEW DEVELOPMENT AND REDEVELOPMENT
L011EST FOOTING 0 362 THMAT ODES LAND DISTURBING AC71VMES OF GREATER
I PRIVATE DRAINAGE THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEE77NG
GAR4GE /F FOojjt4G EAWENT TO BENEFI� THE REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC REQUIREMENTS LISTED BELOW.
ao sf
SLAB @ 001-fom OPyio5g LOTS I-R 8. ESC REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING LIMITS
0 -,
377.5 312-po
CB AND/d ANY EASEMENTS, SETBACKS, SENS177VEICRITICAL ARF54S AND THE BUFFERS, TREES AND DWNAGE COURSES.
G
0 E456.50
<
)A (,- - IE 1351.50 9. ESC A441 UM REQUIREMENT -SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS GRADI
NG 0 UA A TITIES.
THROUP A SEDIMENT POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS,
PERIM R DIKES, SEDIMENT BARRIERS, AND OTHER 8MPS INTENDED TO TRAP SEDIMENT ON-SI7E SHALL BE CUT: 50 Cu. Yds.
7 NG DECK GUN�ilff GIED AS A FIRST STEP IN GWING. THESE BMPS SHALL BE FUNC77ONAL BEFORE LAND DISTURBING ACTIWTIES FILL: 50 Cu.Yds.
TAKE P1 CE EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED
'F (GR4
8,658 S7 ACCORD G TO AN APPROVED TIMETABLE.
YD 4 It
GE 387.43 16 STORMWATER DING QUANTITIES WERE CALCULATED USING THE LAND
-11 DETENTION DEVELOPMENT DESKTOP COMPOSITE METHOD. CALCULATIONS DO NOT
IE 384.43 PROP
.60TTO& OF OTING 10. ESC IMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED
CONTOURS VAULT ACCOqNT FOR SOIL SWELLING AND SHRINKAGE.)
E IN I AA VNER THAT WILL MINIMIZE EROSION. IN ADDI170N, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH ESC
"jgT60 /70.3 SF YDj1O
REQUI, OENT NO. 2.
GE 357.25
RESIANCE OL Y Pl�, VIEW :WAA MEE.
IE J54.25
11. ESC MM IMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION. PROPER77ES AND WATER WAYS DOWNSTREAM FROM
FF MAIN @ 385,00 IIAN S ER D TRICTI
It
LOWEST F0077NG 0 376 DEVELOOM I. EKCESS CUT MAY BE SPRE4D ON SITE.
------- YETA Y SE ER EWT. ENT SITES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY� AND PEAK
FLOW TE OF STORM WATER RUNOFF FROM THE PROJECT SITE.
2. ANY SOIL REMOVED FROM THE SITE MUST BE HAULED TO A CIIY
BOTTOM ---I \ I I I
I --, "sN APPROVED SITE.
ESC UM R STABILIZATION OF TEMPORARY CONVEYANCE CHANNELS AND OUTLEIS. ALL TEMPORARY
OF FOOTING 1 12 EQUIREMENT
ON- ANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT EROSION FROM 7HE
ELEV. 377.00' morio. 'CONVEY
6 7V;' 205 SfF,,," RIM J48 10) EXPECT VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION. T E. S C. LEGEND
11,002 SF YD
IE 340. �O/ STABIL' TION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM
SF RFAAC SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE SYSTEMS.
Ap
IE M7,20 IM 383.40 SF SF SILT I`ENCE
A LES AD
375.0(Y 13. ESC Mll�JMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL STORM DP IN IN M E OPERABLE DURiNG
0 1: ER RUNOFF SMLL NOT ENTER THE CONVEYANCE SYSTEM
'&a CONST01ICTION SHALL BE PROTECTED SO THAT STORM W47
WITHO I:FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
GE 364.70 TEMPORARY CONSTRUCTION
OL�MPIC WEW WATER 14, ESC RE �UIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL
ENTRANCE
- BE REM VED WITHIN JO- DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER 774E TEHPOR4RY OMPS ARE NO
IE 3361 70
ANO SEWER DISTRICT.-.'
NEEDED. -OR ST
LONGERI TRAPPED SEDIMENT SHALL BE REMOVED ABILIZED ON SITE. DISTURBED SOIL AREAS RESULTING
SANITARY SEWER.�ES v.
..FR IRFMOVAL SHALL BE PERM4NENTLY.STABILIZED.
_OM,
CATCH BASIN INSERT
C&,�ITROL; RE EYENT - DEWATERING CONSTRUC77ON SffEs. DEWATERING SYSTEMS SHALL
PROTECTION (TYP.)
'E INTO A SEDIMENT SEDIMENT POND.
Io-
16. 0 AND SEDIMENT CONTROL REQUIREMENT C'ON77?OL OF POLLUTANTS OTHER THAN SEDIMENT ON
YD 8 DNS TION SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION SHALL BE CLE4RING LIMITS
C
GE 377 8 HAND AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONIAMIN477ON OF STORM WATER.
1E 3.74M
17. EROSIO$ AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY. PERFORMANCE BONDING, OR OTHER
APPROfffIATE FINANCIAL INSTRUMENTS, SHALL 13E REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE VEGETATION
APPRMI) EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 § 1, 1995].
-380- MULCH &IOR STRAW MAMNG
ko
PLASTIC COVER
�AA. NOTES:
1. REPLACEMENT IS REQUIRED OF ANY PLAT IMPROVEMENTS THAT ARE DAVAGED
DURING CONSTRUCITON. FLOW ARROW (EX.)
2. ENTIRE STORM SYSTEM ACCESS WILL BE FROM 96TH PL W,
EVERY EFFORT SHALL BE MADE TO OBTAIN PERMISSION TO ACCESS TkE CITYOFEDMONDS
TEMPORARY CONSTRUCTION CONSTRUCTION OR THE RAIN GARDEN FROM EDMONDS WAY
ENTRANCE REQUIRED 4PPRO VED FOR CONSTRUCTION
3. SEE SITE PLAN AND DR0JN4GE1UTIU7`Y PLANS FOR MORE INFORMA77ON
-340.1-
CONC)Lympic VIEW FOR:
TACT /GRATE PVBLIC WORKS DIRECTOR DATE
^TERISEWER D
MH#10 ]STRICT
RIM J41.28
1E 334.58 oTREET FILE
c B
SJR 07-12-2011
REVISIONS PER CITY
STREET FILE
SLOPE
MAKIMUM DRIVEWAY
REV. NO. DESCRIP77ON
INITIALS DATE
o ED 140k
ln
CBJ6 UTILI7 7 CONFLICT NOTE.
GE 3;"2
1�,334.55
CA UTIO) V
FILTER SOCK WITH
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE'LOCATION,
OVER FLOW HOLES
MATERIAL IN DIMENSION, AND DEPTH OFALL EXISTING UTILITIES WHETHER SHOWN ON
FILTER FABRIC 25' MIN. RADIUS
THESE PLANS OR NOT, BY P07HOLING THE UTILITIES AND SURVEYING THE
�P
CONTINOUS ROLLS. USE STAPLES TOR IS RES ONSIBLE FOR
L S 000dCONTRAC HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSMUCTION. THIS AND
QUARRY SPA L
OR WIRE RINGS TO ATTACH
FILTER FABRIC !-4" �MIN CIA NTROL AND DRAINAGE THEN SHALL INCLUDE CALLING UTIL17Y LOCATE @ 1-800-424-5555
SECURED TO. 2" x 2 FABRIC TO WIRE. EROSION 00
14'GA. WIRE FABRIC 1 8 -12 MIN. DEPT POTHOLING ALL OF THE EXIS77NG U77LIIIES AT LOCA77ONS OF NEW URL17Y
vv\AAAAan�, INSIGHT ENGINEERING Co.
CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS E)(ff.
EQUAL. ff \AAAAA/ CATCH LOCA77ONS OF S41D UTILIIIES AS SHOWN ON THESE PLANS ARE BASED
\AAAAA/
AAAAAAA/\_ s 4:
AAAAA/\/\/\/\/\/\ AAAAAA/WV\_�_ UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO
2
2". WOOD OR 'VWIR�E :MESH SUPPORT FE E 4VVV A1X4vvvvvvv
TO UPPORT FILTER FA -a, \/\AA/\/V\/V\/VV C T WITH INSIGHT ENGINEERING C 25)303-9
EQUIVALENT IC. Xz \AAAAAAAA
PROBLEMS PRIOR TO PROCEEDING W1
\AAAAAA
S17E ADDRESS. 22804, 22806
CALL TWO (2) BUSINESS DAYS
ACCUTABLE TIMTLVF-
EDMONDS, WA. 98020
MATERIAL
BEFORE YOU DIG 1-800-424-5555.
R TOM OF FILTER SDII 35 TAX �CCOUNT NO.'S. BLD. 20100757
(U 1�kp 1p STRAW BALES MAY BE USED IN
T Y BOT SM 40
CMBAU ERIAL 8' TO 12" 400re� BLD. 20100758
N CERTAIN CIRCUMSTANCES (SEE
6' MAX. H
DETAIL E111). THIS APPLICAITON
F818 AMCOR
U SHALL BE MAINTAINED AT ALL R.
.8# TIMES DURING CONSTRUCITON
14\ CONTRACTOR SHALL MAINTAIN TEMPORARY PROVIDE FULL WIDTH OF INGRESS/ PERIOD. WAS
2' X 20 WOOD POSTS OR EGRESS AREA NW114, NE114, SECTION 36, T.27N., R.3E., W.M.
CONSTRUCTION ENTRANCE DURING THE
PLACE 3/4"-1.5" WASHED GRAVEL IN EQUIVALENT
CONSTRUCTION PERIOD,
THE, TRENCH 'AND* ON BOTH SIDES OF APPROVED ..AS NOTED CLEARWATER
Aq
FILTER FABRIC. FENCE ON'THE SURFACE. CITY INSPECTION' RbQUIRED ON ALL 1TV INSPECTION REQUIRED ON ALL EROSION CONTROL
EROSION CONTROL METHODS BEFORE CITY INSPECTION REQUIRED ON ALL EROSI5T� I N=R I N,, PEASURES BEFORE WORK CAN BEGIN. DWG nLENAME DESIGNED B NO.:
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE 4�)
OTHtR WORK CAN BEGIN. MEASURES BEFORE WORK CAN BEGIN. 6499
STRAW BALES TO INSURE PROPER ER08ION CONTROL, 100525-nN4L.DWG S.ROSE qViy 1*62o, 10-0525
?oil
F1 L TER FA BRIC FENCE F1 L M TION S YS TEMS STABILLZED CONSTRUCTIONENTRANCE YSEDDENT TRAP FOR CATCH BASINS SHEET
TREMPH
ME4N
.'ING
N, L
ci
NOT TO SCALE STO DIL. E1.3
ES B
NOT TO SCALE SID D7L. El. 1 NOT TO SCALE SID DTL. E1.2 -7- /0? GRADING AND TESC PLAN Of
2
JUL 12 2 11 1
ING DFPAR�'!WENT
trry ma EDMONDS _7607-77
04-.9 2,C�rO 073
2,t,-9/e) 7 5
CLCI%��Ke�� '1'3 C� qio I (-) o -7 �� 2,'7--'0_67 0 (4r q cil" -:PL vj
NW114, NE114, SECTION 36, T.27N., ME, WX
SNOHOPYRSH COUNTY, WASI-MVGTON
WER WO US S URFA CE
LOT #
DRIVEWAY
WALKWAY
ROOF
OUTLINE
TOTAL
IMP. AREA
LOT 7
541 SF
JO SF
1,512 SF
2,083 SF
LOT 8
526 SF
80 SF
1,534 SF
Z 140 SF
TOTAL
4,223 SF
BIORETENTION CALCULATIONS PER TABLE 5
BIORETENTION BOTTOM AREA = 4,223 SF x "�'/100 = 266'
OR USE 11' WIDE BY 25' LONG POND BOTTOM
WITH 6" OF PONDING DEPTH.
DESIGN INFILTRATION RATE = 0.75 INCHES PER HOUR
SCALE: 1 20'
KEAN Ism KFAMNIEN
I OEM CBJ2
20 10 0 20 40 GE 374.20
IE J 70.03
96th PL WN EX, 6" PVC STRIP DRAINS
MONUMENT TO BE CONNECTED
SET A CENTER OF e TO ROOF DRAINS
CULDESAC PER EX. 8 CMP
PLAT ENGINEERING A
ELEV, 385.58'
TRENCH FOR GAS, CABLE, POWER & PHONE \DRW.y
TO PROPOSED RESIDENCE -.-N
, 1 C813
(ALL NEW UTILITIES MUST BE UNDERGROUND) EXISTING A,)
GE J62.37 'cl
CONTOURS
MHJ10 DRIV� ..., 6 IE 358.37
RIM 383.40 'SLOPE -9.5Z-:'
IE 375.00
10'
EXIST. S/W & 01W 8 CITY OF EDMONDS
co li* 16,695 �5F URAINAGE WEMENT
RESIDEN�E
MAW @'377.5 50,
LOWEST FOOTING 0 362
1p I PRIvATE DRAINAGE
20LF
DPIVEWA GARAGE 11E.- 362.00' 6. EASAfENT TO BENEW
X SLAB @ 3POUT Pvc IZ) LOT$At+L8T 4CCESS
SLOPE +4% 4 DOWNS—
J775 @ 359
'COLLECTbR TYP. CB#� TOP
w/PIPE
VAULT 8OTTfM 349.64
4` 66TING DRAlN ANCH(�RSt), GE 35 .50
COLLECTOR TYP. IE 13 .50
11L. %, -
I
/_
I
YO
GARAGE S
@ 385. 0 81 658 SF
L I
GE 387.43
IE 384.43
TILI
PROPOSED
4 SS LINE
STORMWATER
DETENTION
- - - - - - - ---
EA M
VAULT
f
YD410
GE 35 7.25
4' OlWG DRAIN ILF
RESIDE CE OLYMPI VIEW WA�ffl
FF MAIN 0 385.00
LOWEST FOOTING 0 376
IIAND S WER DISTRIC
LINE TO
DRYWELL
-_7'6� PVC
/0 12.90X
IE 354.25
20LF
00
NITAPY SEWER E$MT.
6" PVC
A,j
IE. 376.00'
4*
2
38LF 6 PVC 0 23.68X 4
6 DE K
11,002 SF YD 5 Ss
GE 390.20 c MH 1
IE 387.20 HIM 56,5.40/
C-1 n_ C) IE 375,001 DRYWEI-S
1 '10 ;�Ob 3 Ixi lx3l
ul. FILLED -
-YD 9 w/GRAVEL
yl GE 364..
0 OL�MPIC VIEW WATER
55 iE JJ61.70 ANO SEWER DISTRICT
-SANITARY SEWER ESMT.
SEWER CLEANOUT
4E 362.00 r<
5 SEWER
CLEANOUT
AT E4SEMENT LINE *10
YD 8 (6- WflH 12' CAST IRON
NOUT LOCKING LAMPHOLE COVER
GE 377.88 IE 366.00 w1112' HEXBOLTS, T��)
IE 374.88
SEWER CLEANOUT
AT EASEMENT LINE
'(6m WITH 12* 04ST IRON
LOCKING LAMPHOLE COVER
w1112- HEX�?OLTS, NP.)
_380-
LA
YARD DRAN TABLE
YD#
P"
IE
J70.00
367.00
363.00
360.00
J54,00
J51.00
J49.75
347.00
J57.75
J55.00
IE. 340,10
A
3' HIGH WA,
31- 1 SL
kaV GARDEN
-340- BOTTOM AREA = 289 SF, 3:1 SLC PE
SEE DETAIL THIS SHEET
USE LOW PERMEABLE SOIL
FOR BERM AREA se MH#?J
11 0.(0 40.00 DlAd 7,41 ')P
MH#10
RiM 348. 10
IE 340,70
1E JJ4.5 8
0
J"
A
CB#6
3
;n2
IE,334.55
EX. CB E
TOP 337.28
NV 334.54 N
NV 334.39 W
",-,FX. (RMH 4F
1. REPLACEMENT IS REQUIRED OF ANY PLAT IMPROVEMENTS THAT ARE DAMAGED DURING CONSTRUCITON.
2. SEE SITE PLAN AND DRAWAGEIUTILITY PLANS FOR MORE INFORMATION.
RAIN GARDEN BOTTOM
ql
1 COMPACTED
3" COARSE WOODCHIP MULCH Eli BERM
(ABOVE PONDED AREA) R� J4 1. 00
- -------------------------------
ROCKLINED OVERFLOW
INLET PIPE. SET 0.1" MIN.
" Irl- ABOVE RAIN GARDEN FLOOR, (SEE NOTE 4)
...... .... Flow
ROOF DRAIN IE. 340.10 340.50
- - - - - - - - - - - - - - - - -
INSTALL RIP RAP DISPERSION PAD +
PONDING DEPTH VARI
SEENOTE 1
90LF 6" 7.67g
FLOOR: 34
7.
U2
3" COMPOST MULCH -j
Z
Ad
IN PONDING ARE4
Z
p-
�-v -L-97-
TYPICAL RAEV GARDEN DRARVAGE SECTION A -A
N.Ts.
RA17V GARDEN INSTALLATION NOTES:
1. PONDING DEPTH SHALL BE AS SPECIFIED IN TABLE 5 (6 OR 12 INCHES).
2. BIORETENTION SOIL DEPTH SHALL BE A MINIMUM OF 12 INCHES FOR FLOW CONTROL
AND A MINIMUM OF 16 INCHES FOR WATER QUALITY TREATMENT.
3. SCARIFY SUBGRADE 3" MIN. BEFORE BIORETENTION SOIL INSTALLATION.
4. SIZE TO CONVEY DESIGN OVERFLOW.
5, APPROVED PLANTS FOR RAIN GARDEN PER GEOTECH ARE RED TWIG DOGWOOD, RUSHES,
SEDGES, SALMONBERRY AND TWINBERRY AND ORNAMENTALS SUCH AS ROYAL FERNS,
BIG -LEAVED LIGULARIAS OR VARIOUS PRIMROSES.
luagbom Z
11%IP6 1:-Jill" JKII:KKI WI K141.%Ill. k-2 %.5pW.Ip 4 %ZK4%%p
16 4 d 6 it I I I .. I I '. .. -ir ; I e.10 I r % r WIN -. -t I T r
I q I . I - Ill 3. 1 116 IN 1.0 IN. II I F-.
vin%lvii %P.f.KW.%Tr%
'.'% r . .. m - r .6ri r% , LlrNA %, r jumaw jr cl rcmal% mi All IN.%
ir Is -6 0 1110 10 .1 IN A 1,C
Ll n mr lor r I
Ill S% kit
r I
r.1
%6r a
Ne if J*
IJI-111 M-IJIM KO11- I %;J +-mIl.;II Ir.Lll+'M%r..;%L
1 0 Kim. NEI% A; -0 lie( I -% I 9-Ir-:1 1' 1. ,
- I 'I I 1 1-1 In IN .1 VII I 1 111-11 'NJ lI 06 LA. ' A':% I."IJX%.. :%M 5W.% A k
:'I I m I Irl r% it r Y6 a a pi F I .-I L. IA0 .0 IL I..Lk%. 116 4.41�W Isspam.La fl.riN
" 11 -1 4�m . I L-v -in I - b.1 -I IN I IN L.A Nrul hi I I u4m ri ANN dra6f M;;iV W-4-i" I-.?-
41 -11 1 11 rr r filr- I I Ara I lkriD r lk.-k7;kw 1 rr%ml im
&-i orl I -. oa I r. I uLt s&I A L -.n maJ I.. L I I -%&h."I0l%pll6aI -mZ -rs
has I "1 0 1 -1 1 1 J %. I � ; r . X. IN 1. '1 1 1 -7 P. -Ir e %# :i- I t. V? TA ? T ir4 : m
-1 1 1 1 eq.A"e, f iley III 5r4ey Rt i'r. m
IlLiLrd I Lm
.1 i7W, it oex d'.vrel`rrNF:6
11 ol to U% I r
:-I ir I I LAA IS . flIA-: @090 F LJ LI As IJMJ J I A.IA.L% L I e -rKW'
rN W.&LK6-e fn-e t13 lL%7rvlj* y1wreynh-4 yl '.,. I M--aj
. 1. -L%D r a. . . .. I- .. .4 1 a um:. IN u ei. -% v%.r
16. A A ..A .111. LIN I-
110. 1- Ir % OF = IV C6 - rMlfi . IN 0 L.1 I PIP I IN %L lo.
J06 &V NMI
&TIMTCONTUCTNOTE.-
CA M01 V. -
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFYING THE LOCATION,
DIMENSION, AND DEPTH OF ALL EXISTING U77LITIES WHETHER SHOWN ON
THESE PLANS OR NOT, BY POTHOLING THE UTILITIES AND SURVEYING THE
HORIZONTAL AND VERTICAL LOCATION PRIOR TO CONSTRUCTION. THIS AND
THEN SHALL INCLUDE CALLING UTILITY LOCATE @ 1-800-424-5555
POTHOLING ALL OF THE EXISTING UTILITIES AT LOCATIONS OF NEW UTILITY
CROSSINGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST.
LOCATIONS OF SAID UTILITIES AS SHOWN ON THESE PLANS ARE BASED
UPON THE UNVERIFIED PUBLIC INFORMATION AND ARE SUBJECT TO
VARIATION. IF CONFLICTS SHOULD OCCUR, THE CONTRACTOR SHALL
CONSULT WITH INSIGHT ENGINEERING COMPANY TO RESOLVE ALL
PROBLEMS PRIOR TO PROCEEDING WITH CONSTRUCTION.
CUL TWO (2) B US17VESS DA YS
BEFORE YOU -MG 1-800-dr.2-dr-5555
,Alai
WSW
GENEWAL NOTES:
1, ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO
THE CITY OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING
SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL,
STATE, AND FEDERAL CODES, RULES AND REGULATIONS.
- CURRENT INTERNATIONAL BUILDING CODE (18C)
- 2010 WSDOT/APW4 STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND
MUNICIPAL CONSTRUCTION
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER
MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS
REFER TO CITY OF EDMONDS STANDARD DETAILS, UNLESS NOTED
OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER
CONSTRUC71ON IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF
RECORD AND THE LOCAL GOVERNING AUTHORITY.
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE
PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL
AS-13UILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR
SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE.
A SET OF AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE C17Y OF
EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FWAL
PROJECT APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK
INFORMATION.
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON
HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM
AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED
APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE
RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE
ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER
AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE
AFFECTED BY THE IMPLEMENTATION OF THIS PLAN, CONTRACTOR SHALL
VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY
LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW
UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS
OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES PRESENTED
ON THESE DRAWINGS, ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF
CONFLICTS THAT ARISE,
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING
CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION
SERVICE (1-500-424-5555) AT LEAST 48 HOURS PRIOR TO
CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE
PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S
REPRESENTATIVE OF ANY DISCREPANCIES.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO
FIELD CONDITIONS.
11, CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT
(WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH
THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT
COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
12, STRUCTUR41. FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE
RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
13, MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BE4R ON
MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL
FILL, IF SOIL IS DISTURBED, SOF� LOOSE, WET OR IF ORGANIC MATERIAL
IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH
COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT,
14. SEE ARCHITECTURAL DRAWINGS TO DETERMINE IF FOOTING DRAINS ARE
REQUIRED. FOOTING DRAINS SHALL NOT BE CONNECTED TO THE STORM
SYSTEM. TIGHTLINE TO.DRYWELL AS SHOWN ON PLAN,
15, ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN
OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE
APPROVED BY THE ENGINEER.
16. ALL ROOF DRAINS AND CATCH BASINS SHALL BE CONNECTED TO THE
STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE.
17. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERA41TS REQUIRED FOR
INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
18, AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE
SHALL BE REPLACED WITH COMPOST AMENDED SOIL PER STORMWATER
MANUAL DETAIL T5.13.
19, ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER
THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR
SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS,
20. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY
SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT
PRIOR APPROVAL.
21. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED
CONTOURS OR SPOT ELEVATIONS SHOWN,
a
=OFEDMONDS
APPROVED FOR CONSM UCTION
, PUBLIC WORXS DIRECrOR DA7B
2 REVISED RAINGARDEN I SJR 109-21-20111
1 REVISIONS PER CITY SJR 107-12 2011
REV. NO, DESCRIPTION INITIALS I - TE
INSIGHT ENGINEERING CO.
P.O. BOX - 1478
EVERETF, WA 98206
(425) 303-9363 (425) 303-9362 FAX
INFO@INSIGHTENGINEERING.NET
S17F ADDRESS: 22804, 22806
96TH PL. W.
EDMONDS, W4. 98020
TAX ACCOUNT NO.'S: BLD. 20100757
BLD. 20100758
WA 8 MV114, NE114, SECTION 36, T.27N., R.M., W.M.
CLEARWATER
Z,
DWG FILENAME DESIGNED BY, DATE. SCALE. JOB NO..
36499 100525-FINAL.DWG S.ROSE 0511712011 1 l`_-20 10-0525
I s T V,
ONAL SHEET
C2
DRANAGEIMIMS Of
2