636 DALEY ST.PDFiiiiii iiiiiiii
10751
636 DALEY ST
TAX ACCOUNT/PARCEL NUMBER: ZD0
BUILDING PERMIT (NEW STRUCTURE): CSMuzAkrne, br,� CM ICJSI)
COVENANTS (RECORDED)
CRITICAL AREAS: DETERMINATION: Conditional Waiver Study Required 21jaiver
DISCRETIONARY PERMIT #'S: &C-1
DRAINAGE PLAN DATED:
/J� z
r
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DA
SEWER LID FEE $: LID #:
SHORT PLAT FILE: LOT:12A?SA4-4t6 BLOCK: k0k
SIDE SEWER AS BUILT DATEDI��C-5� I
%If
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DA
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DA
OTHER:
LATEMP\DS'rs\Fomis\Street File Checklist.doc
-oL
4J7 C. 199'
'City -of E ' &a�o'nds
SIDE SEWER PERMIT
Address of Construction
Property Tax Account P;
Attach copies of all access and util ty easetpents
Owner an d/or Contracto, r: Mh
Contractor License'#: ()TO -21
0/�& 1401
ge-Single Family
Multi -Family (No. of Units
Commercial (No. of Units
.% 0-
PERMIT NO: 985
PERMIT EXPIRES
V
Verified and Approved b
mit
M409-Building Per
'Invasion into City *Right -of Way: 1:1 Yes R40
*RW Construction Permit
v
Cross other "Priva4e Property: E]Yes' [P,909'
**Attach legal- description and copy of recorded easement..
Own<,/ Zo7nt7,ato
:r //9
Owner di contraetor signature anfi acknowledgement statement:
epsigning for this permit I certify that I have, read the City's public handout entitled
iyde.Sewer Specifications, and shall comply with all City requirements outlined therein,
9 CALL DIALA-DIG (1-8004A C'r, 75555) BEFORE 'ANY EXCAVATION 9
M
2 FOR.INSPECTION CALL 425-771-0220 extensionlV&
HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS
...............
LY
FOR OFFICE USE ON
. ..... ... ...... . . .....
Permit Fe $ Repair Fee$ Issued
�d
arge $_ 50 Date Issued,-
Astessmefit,Fee $. Receipt -No:
City Permit Surcharge Fee .4m- Total, Fees Paid $
NOTE. IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEEWILL BE CHARGED.
Job Site Ready YES NO Date: In.itial:
Initial:
Partial Inspektion: Date:
P p
artial Inspection:. Date: Initial:
FINAL INSPECTION APPROVED: Date: nitizlil: '�As-built to Street File:
'M PERMIT MUST BE POSTED ON JOB SITE t�
White Copy: File Green Copy:, I nspect6r Buff Copy: Applicant
L;temp;bld&,forms,sspennitjig4/00
..DALEY �'S T
—C /0 @ V DEEP
// 4-j
"D
7
2.2'
ss
ALLEY
of ED*" CITY OF.,EDMONDS SIDE SEWER' AS- BUILT
0
ADDRESS
636 Datey Street
SCALE
HOMEOWNER CONTRACTOR
-Rooter
Roto NTS
DATE
ZI �DRAWN PERMIT
1890 5-252004BY Hare No.
y �852'
Z9
Drainage, Report
for
Goodnight Brothers
Date Prepared:
Prepared for:
Site Address:
8-'- A00*6W, - 6V
TORWATER 0
- " ENGMEERINIS
ow
Prepared by:
June 5, 2007 -
Bruce & Brian Goodnight
P.O. Box 669
Edmonds, WA 98020
425-771-5149
636 Daley Street
Edmonds, WA
RECEIVED
JUN 2 6 2007
BUILDING DEPT.
FTX7PIRES: 11/05/0
Donna L. Breske., P.E. I I ILL � rILI:
6621 Foster Slough Road, Snohomish, Wa. 98290
Phone: (425) 334-9980, Fax: (425) 334-7380 1"N
breske@consultmoore.com REV fILE
0
0
Drainage Report
for
Goodnight Brothers
Date Prepared:
Prepared for:
Site Address:
June 5, 2007
Bruce & Brian Goodnight
P.O. Box 669
Edmonds, WA 98020
425-771-5149
636 Daley Street
Edmonds, WA
RECEIVED
JUN 2 6 2007
BUILDING DEPT.
Prepared by.,
Donna L. Breske., P.E.
6621 Foster Slough Road, Snohomish, Wa. 98290
Phone: (425) 334-9980, Fax: (425) 334-7380
breske@consultmoore.com
L.
M
271,
Of TE
01
EXPIRES: 11/05/07
a
io
0 0
GOODN16HIT BROTHERS
636 DALEY ST
CONDOMINIUM DEVELOPMENT
6-5-07
OVERVIEW:
A condominium complex is proposed for the property located at 636 Daley Street,
Edmonds, WA.
The site slopes downward from the northeast to the southwest at approximately
2.5%. A total impervious area, (rooftop and driving surface) used for calculating the on -
site detention system is 9,854 sf.
DETENTION SYSTEM:
The site area is 13,194 square feet. The site is less than one acre in size and is the
Shell Creek Drainage Basin. The storm water detention system is designed in accordance
with the SBUH method and the ECDC 18.3 0.060.A. La for the 2, 10, and I 00-year 24-
hour storm events. The release structure is designed to release flows for the three storms
events at the calculated pre -developed peak flows for the corresponding 2, 10, and
100-yr, 24-hour design storms. A chart of the pre -developed, post -developed, and
controlled flows is shown below:
DESCRIPTION
PRE -DEVELOPED
FLOWS
DEVELOPED
FLOWS
CONTROLLED
RELEASE DEV FLOWS
2-YR, 24-HR
.02 cfs
.08 cfs
.02 cfs
10-YR, 24-HR
.04- cfs
.11 cfs,
.04 cfs
100-YR, 24-HR
.10 cfs
.18 cfs
.10 cfs
The detention system consists of 67 LF of 3.0' diameter detention pipe coupled
together with two Type 2 CB' s. Calculations indicate a 78' long pipe. The two
Type 2 CB's provide sufficient storage in order to reduce the pipe length to 67'.
Per the Soil Conservation Service Soil Survey of Snohomish- County, the soil for
the above referenced site is listed as Alderwood Urban Land Complex.
Alderwood soil type is listed as Hydrologic Soil Group "C" Per Table 111- 1.6 of
the 1992 Stormwater Management Manual for the Puget Sound Basin.
5. (a,3& D61*v SF7
Ac, 6 C',
c.,00DAI(6HT 48
S [T-E kE A 13/ 17'+ SF 3o3 4c
57
P, 0
P
100
E 7 X (S Tj NL(� rTu -
Per
6, 303 c
Rervk"ous,'
N =- 85-
0 D
ON -S ITE
R04-mp �
iqs P h,?* ,
c-on.cmi-e-
7, - tt-o7
I M PEP, V/00,S(,5F) w
-9-810
0, 2-zoc
S(7E- CO�'DITIWKIS: F-or 5�es uelder- I qcrc.�
pqr oc-PC 1,30.004,14.
per Fcoc 30,06,0, I.,CZ peak- MII�p
me FrL 4r
ry n ye
N e-
h r de-s While- re Ofmnlyz, rt
ee a�e
de Co ndt t�o n- OL rt)n 0 F
pre ve o P7 I oo-year 24- -kour-
f
the 10-year 24-4r
per v J'ous 4req '- 10, 4/,'5 15F -
per01005 ,o797
, 4
-77 C
0, 303 - 0, Z26 o,77 Z-8c
0
ROOFTOP IMPERWOUS.
DRIWNG IMPERWOUS
CONCREY WALKS & PA77OS-
OFF-SIIE DR114NG IMPERWOUS
TOTAL
5,810 SF
IMPERWOUS AREA MAP
3, 422 SF
622 SF
GOODNIGHT BROTHERS
561 SF
06 DALEY ST
10, 415 SF
EDMONDS, WA
SCALE.- 1 m40'
DA TE.- 5-21-07
CK
N 89'5955" E
ASPHALT PVMT
CO3%C WALK 4,
N 8j��' 9.98
100
EXIST. HOUSE
0
# 6,36
1�0
14;
S 8959
WIRE FENCE � 100
Tc Map
GOODNIGHT BRO 7HERS
636 DALEY ST
EDMONDS, WA
SCALE- l!=20'
DA 7E- 7-12-07
6/5/07 4:53:15 pm page 1
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
BASIN SUMMARY
BASIN ID: A10OX
NAME: 100 YR 24 HR EXISTING
SCS METHODOLOGY
TOTAL AREA ........ :
0.30 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA ,
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0. 3 0 Acres
0. 0 0 Acres
TIME INTERVAL .... :
10. 00 min
CN .... : 85.00
0.00
TC .... : 19.15 min
0.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.10 cfs
VOL: 0.04
Ac-ft TIME: 510 min
BASIN ID: AlOX
NAME: 10 YR
24 HR EXISTING
SCS METHODOLOGY
TOTAL AREA ........ :
0.30 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
2.00 inches
AREA..: 0.30 Acres
0.00 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 85.00
0.00
TC .... : 19.15 min
0.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.04 cfs VOL: * 0.02
Ac-ft TIME: 510 min
BASIN ID: A2X
NAME: 2 YR 24 HR EXISTING
SCS METHODOLOGY
TOTAL AREA ........ :
0.30 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPEIA
PERV
IMP
PRECIPITATION .... :
1.50 inches
AREA..: 0.30 Acres
0.00 Acres
TIME INTERVAL .... :
10-00 min
CN .... : 85.00
0.00
TC .... : 19.16 min
0.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet L:
161.00 ns:0.1500 p2yr: 1.50 s:0.0250
PEAK RATE: 0.02 cfs VOL: 0.01
Ac-ft TIME: 510 min
BASIN ID: B100D
NAME: 100 YR
24 HR DEVELOPED
SCS METHODOLOGY
TOTAL AREA ....... :
G.32 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0.08 Acres
0.24 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 86.00
98.00
TC .... : 6.30 min
6.30 -min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.19 cfs
VOL: 0.06
Ac-ft TIME: 500 min
6/5/07 4:53:15 pm page 2
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
BASIN SUMMARY
BASIN ID: BIOD
NAME: 10 YR
24 HR DEVELOP I ED
SCS METHODOLOGY
TOTAL AREA ....... :
0.32 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPEIA
PERV
PRECIPITATION .... :
2.00 inches
AREA..: 0.08 Acres
TIME INTERVAL—'—*
10-00 min
CN .... : 86.00
ABSTRACTION COEFF:
0.20
TC .... : 6.30 min
PEAK RATE: 0.12 cfs VOL: 0.04
Ac-ft TIME! 500 min
BASIN ID: B2D
NAME: 2 YR 24 HR DEVELOPED
SCS METHODOLOGY
TOTAL AREA ....... :
0.32 Acres
BASEFLOWS: o.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
1.50 inches
AREA..: 0.08 Acres
TIME INTERVAL .... :
10-00 min
CN .... : 86.00
ABSTRACTION COEFF:
0.20
TC .... : 6.30 min
PEAK RATE: 0.08 cfs
VOL: 0.03
Ac-ft TIME: 500 min
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres
98.00
6.30 min
6/5/07 4:53:15 pm page 3
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0. 019
510
477 cf
0.30
2
0.043
510
842 cf
0.30
3
0.102
510
1686 cf
0.30
4
0.077
500
1151 cf
0.30
5
0.110
500
1641 cf,
0.30
6
0.179
500,
2653 cf
0.30
11
0.019
650
1151 cf
0.30
12
0.043
560
1641 cf
0.30
13
0.097
530
2653 cf
0.30
9 0
6/5/07 4:54:33 pm
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No. PI
Description: 3 FT DIA PIPE
Diameter: 3.00 ft. Length: 78.00 ft.
Slope... : 0.000O.ft/ft upstr: dnstr:
page 1
Defev-m-;ne Oe 'n Pl))e LeA34A dLe- /v
-crease I
-to rage- in . 2 #IV Tyx z - (f
T
-10
zM4 100 Yo, F-Lz-q,5.o
9(2,2S2;1
11Nr(2. 2-5-)z Y 2.84$
so -16- 3,5- 67c(
Ej u'va tent- Le
-ir 5) x L +5-,1,5� y- 3 -57- 7
76 - 11 - &-7
U,5e 67 LF of -3'
6/5/07 5 3:42 pm GOODNI GHT BROTHERS page
636 DALEY STREET
EDMONDS, WA
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. 01
Description: ORIFICE
Outlet Elev: 92.25
Elev: 91.25 ft Orifice Diameter: 0.7500 in.
Elev: 94.05 ft Orifice 2 Diameter: 1.6000 in.
6/5/07 4 - :55:4 pm GOODNIGHT - BROTHERS page 3
636 DALEY-STREET
EDMONDS, WA
LEVEL POOL TABLE SUMMARY
. MATCH INFLOW -STO- -DIS- <-PEAK- STORAGE M P TCH
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- -STAGE> id VOL (Cf) PEA K
2 YR 24 HR ................... 0.02 0.08 Pi 01 93.73 11 270.26 cf 0,02
10 YR 24 HR .................. 0.04 0.11 Pi -01 94.16 12' 369.26 cf 0.04
100 YR 24 HR ................. 0.10 0.18 Pl 01 95.09 13 539.79 cf 0.10
APPLICATION
for
The City of Edmonds SEDE SEWER PERMIT EASEMENT No . ..........................................
NEW CONSTRUCTION Cj REPAIRS n
114--o6loo
OWNER .......... HKs. John Anderson ------------------------------------------------------------------------------------------------- PERMIT No . ......................
....................................................... ..................................... CONTRACTOR.
ADDRESS....... 636 ... Daley .... S.t .............................................................
LEGAL DESCRIPTION: LOT No . .............................................. BLOCK No. .— ........................................
NAMEOF ADDITION .........................................................................................................................................
Dye Tested On Sewer 1972
Approved:
DATE................................................ By ......................................................................
#P20
CA File No: 2QCU —Cnp3
Critical Areas Checklist
Site Information (soils/. topography/ hydrology/vegetation)
1. Site Address/ Location: &4 -J;'-
2. -Provertv Tax Account Number: 0 0126n
3 el?_ 16 ) ,
3. Approximate Site Size (acres or square feet):
4. Is this site.currently developed?
yes; -4 1
If yes; how is site developed?.
0 C>
5. Describe the general site topography. Check all that apply.
XFlat- less than.5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a horizontal
distance of 66-feet).
�Iffly: slopes present on site of more than 15% and less than 30% (a vertical rise of 10-feet
over. a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of 10-feet over a horizontal
distance of less than 33-feet)'
Other (please describe):
6. Si
7.
What season(s) of the year?
8.
9. tain� Ta
s a cr�or �nar� �re� �sac�r��s s�urace? Flows are year-round?
Flows are seasonal? (What time of year?
10. S1 m
orested meadow shrubs ;mixed
w
etc
landscaped �Oawn, �shru�s�
11
—For City Staff Use C61y Mlt=p
1 Plan Check Number, if applicable? ty
2. Site is Zoned?
3. SCS mapped soil type(s)? G - Alc&rcpc�- adn-, I cs�
4. Critical Areas inventory or C.A. map indicates Critical Area on site?
5. Site within designated earth subsidence landslide hazard area?
DETERMINATION
STUDY
Reviewed
. . ><j —WAIVER
1FrZU
"0C. 1 %9"
City oAdmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/tier submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys).
DateReceiM: kIlklCa
City Receipt cl
oq�3�S
Critical Areas File #: 2Q07 - 000S
Critical Areas Checklist Fee:— $135.00
Date Mailed to Applicant:
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in firiding and locating the
specific piece of property described on this form. In
addition, the applicant shall include other pertinent
information (e.g. site plan, topography map, etc.) or
studies in conjunction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and bis/her/its heirs,, and assigns, in consideration on the processing of the application agrees
to rc��aqe, indemnify, defend and ],,old tl,;� CiTy of Edi-r...)nds laariiiless froii-: �,ny and ;,il &mao7s,
I
attom.ey's fees, aqisirii, fTom, any action or U';.-,raction based in whole or part -dpon false, riiisle..�ing, or
incomplete, information'fiirnisbed by the appl; cant, his/herhits agents or employees.
By my signature, I certify that the information and exbitnts herewith. submitted are true and. correct to the best of my
knoxs,*F edge and that I ��m �ojthoriz--,,d to file thi,� �]?Plication cn the bchalf;�f thc owner as li�%I-ed _�,elow.
SIGNATURE oF APPLIcANVAGENT
DATE I-IJ-0
Property Owner's Authorization �� 7Zbov�
By my signature, I certify that I have authorized lbe e ApplicaAgent to apply for the subject land use application,
and grant my permission for the public officials and [he staff of the Ci d.-nonds lo enV�r the subject property for the
purposes of inspection and posting att,9ndant 'to this application.
SIGNATURE OF OWNER:
Owner/Api
IJ2 J /).4/
Name
19 1L&,;r e C. r
Street Address
City
State
DATE / - //-- 0 ')
App]�J,caut Representative:
Narine
AC11K 4� 2
Street Address
- -),(Jos
_526) /�/IW/L
Zip City State zip
Telephone: pe:
Telepho
Eniall address 'optional): :L";naj'1 Adshr-t-.ss o1nal):
t I - e5
V,
foy
,,,.kV.VJ61$LAN N ING' DATA
New Commercial / Multi -Family Projects
STREET FILE
Si r P, 1:
Name: C1()04VJl'0VJ+ DrD-rV1C*7;, C0V)e;1tW(.-tf0Y)
Date:
SiteAddress: v3cv octley 15tyfe;i-
File Number: f5LD - 07+
Project Description: NeWg-LAYII-� C,0Y1d0Miy1WM:"G1A++tK'5 pOi VJ�1)
Use(s) Proposed:
Allowed Use: (E) NO)
CUP File Number:
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YES /9
Reduced Site Plan Provided: (YES / NO)
Zoning: P-M— 1.5,
Map Page:
Comp Plan Designation:
0
Corner Lot: (YES / 0
Flag Lot: (YES
ADB File Number: ADD - 1/ 00* 57
Lot Area: I 7�,o X I 10
Plans Match ADB Approved: NO)
Shoreline Required: (YES
Critical Areas Determination #: (/ P-A - le'D D
El Study Required
* Waiver
SEPA Determination: C,*C2M.01&,J
El Ex . empt DNC;7 (tP�LA
Needed
Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form C
Requi Sethackg
Street:
Side:
Side:
0
Rear:
1 E 5
.
Actual Setbacks
.Street:;
Side: I o
Side: I D
ear: 15r
Lot Coverage Required:
Lot Coverage Provided:
Lot Coverage Calculations: r5 115
6uildih ilei4ht
Datum Point: f:lyt R-V3 Llyakli- P�O JJ-
DatumElevation: ID().C)o
Maximum Height: 1,5-r!5
Actual Height: C616 � 014�
Subdivision: CAfy pf t-4,AMD,y0e2 epiouie- lor -A,0+*,�-,,.,J2�i.;, I
Lot Aggregation Req6irea D' (,DYI
Lindscaping;'
Landscaping Maiches AbB Ap''prioved:
i ' ' " ... i .( I I )
L andscaping - Bid Pro'v'id"e'd: E /NO
BondAm6 6int'(1 10%'Bid): 5
oivcn)
Plan Review By: g.,f;W 6&0� F (4 J� 0 C? V !P 0 If t' LN�Jv
V,G C4YJ AA i) M 0 -
PLANNING DATA-,., ST'REETFILE]l
New Commercial / Multi -Family Projects
CommercialfKkin
ysis_
Business Name
__gAnal
Type/Use
Parking
Ratio
Tenant
Area
R4uired
Parking
PLANNING CONDITION:
Northern patio may project up to 4' into setback
(11' from front PL) and eastern patio may project
up to 3.33'into set back (6.67from east PL)
pursuant to ECDC 16.30.040.D.
PLANNiNG CONDITION:
Pursuant to ECDC 20.11.030.A.3, "Mechanical equipment or other
utility hardware on the roof grounds,,or buildings should be
screened from view. " AC unit,; in the side yard shall be
screened with a Ccedar fence.,
Total Parking Require&
Mujtf-�FamflyParking.Apa� is
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parkk6
A.2/1).U.
Studio
I Bedroom
2 Bedrooms
1.8/D.U.
ID-9
3 Bedrooms
2.61D.U.
Total Parking Required:
I*
Total P ��r�ing. Provided:
Other,
A-t
lot.
C/ I IDO. 315
010j. D
Avoya
+
C; ra dj-., 0-irwat0y,
i h:
Plan. Revilew By:,.g Lf1P 6
, 4
At:
Dalev St
tt* Of eb oub
DEPARTMENT OF BUILDINGS
tt
PER International Building Code Section 110
ilding Permit #: BLD20070676
Occupancy established by this certificate: Dwelling Units: **8** No. Stories:. 3
R2/U Type -Construction: V13 Basement: No
Maximum Load ii*90**
(Per IBC 1004)
Room. capacity signs, wh!g*q uked;-"must remain posted at all times.
pq
Owner of Building: Goodniqht� Brothers Constiuction Inc.`:_--,�.'Addrdss�;"'PO Box 669,Edmonds, WA 98020
THE Shelbourne 8 Unit Condo HAS BEEN INSPECTED AND APPROVED AS COM PLYING WITH THE REQUIREMENTS -OF THE 2003
EDITION OF THE INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY.FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE
FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED.
Issued this 24th day of September 2009
CHIEF UILD OFFICIAL
BY:
This certificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and shall be maintained In legible condition at all times. Any change of occupancy or use requires a building permit and a new
Certificate of Occupancy Issued by the CAty of Edmonds Building Official.
41 10
W \V \V W W \V \V \V W W \V \V \V \V \V q/ q/ W \V \V \V \V W \V \V W \V \V \V M4116
--------------------------------------------------------- I ---------- 0 ------------------ I ------- I- see ----------------------------------------------------------------------------------------------------- ------- 0 ---------- 0--
0
0
'CEOTECH
CONSULTANTS, INC.
Celebrating 20 Years 1986-2006
Bruce Goodnight
PO Box 31244
Seattle, Washington 98103
Subject: Bearing Capacity Concerns
Proposed Eight Unit Townhome Project
636 Daley Street
Edmonds, Washington
Dear Mr. Goodnight
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
June 12, 2007
JN 07230
OCT - 2 2007
BUILDING DEPARTMENT
CITY OF EDMONDS
Via facsimile: (206) 517-4961
On May 31, 2007, the undersigne� geotechnical project manager visited the site of your proposed
townhome development at Daley Street in Edmonds. The purpose of this visit was to observe the
existing site conditions, to observe the excavation of several test pits, and to develop opinions
regarding the support of proposed townhouse building footings. Consideration of other aspects of
the construction was not within our defined scope of services. The recommendations and
conclusions presented in this report are professional opinions based on the observations made
during our site visit and on previous experience.
We did not review detailed plans for the proposed development, but we did receive a preliminary
site plan. Based on these plans and discussions with you, we understand that the existing house
will be removed and replaced with a new townhome building that will include eight units. The new
building will be three stories tall and wood framed. The building will feature slab on grade floors
with finished floor heights near the existing site grades. Setbacks are 10 feet from the north, east,
and west property lines and 15 feet from the south property line.
SITE CONDITIONS
The site is currently developed with a single family residence over a relatively shallow basement.
The site grades generally slope gently to the south. No steep slopes exist on the site.
During our visit to the site, we observed the excavation of three test pits with your trackhoe. In
general, the test pits revealed 4 feet of loose, brown, weathered, slightly silty sand with occasional
gravel. The native soils became less silty and medium -dense below this surficial layer. The sands
became dense at approximately 7 feet below grade. No groundwater was encountered, but wet
soils were encountered at the interface of the medium -dense and dense soils. In addition, iron
stains, an indication of seasonal soil moisture, were observed at various levels in the subsurface.
For a more detailed description of the conditions observed in the test pits, the test pit logs are
attached to this letter.
The final logs represent our interpretations of the field logs. The stratifications indicated on the
logs represent the approximate boundaries between soil types at the exploration locations. The
actual transition between soil types may be gradual, and subsurface conditions can vary between
exploration locations. The logs provide specific subsurface information only at the locations tested.
The relative densities and moisture descriptions indicated on the test pit logs are interpretive
descriptions based on the conditions observed during excavation.
STREET FILE
Bruce Goodnight JN 07230
June 12, 2007 Page 2
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
Our explorations at the site medium -dense, native sands 4 feet of loose soils. We recommend that
all new foundations be excavated to bear on undisturbed, recompacted, medium -dense, native
sands underlying the looser, near surface weathered soils, or on structural fill placed above this
competent native soil. See the section entitled General Earthwork and Structural Fill for
recommendations regarding the placement and compaction of structural fill beneath structures.
Adequate compaction of structural fill should be verified with frequent density testing during fill
placement. Prior to placement of footing forms, we do recommend recompacting the medium -
dense, footing subgrades with at least a jumping jack foot compactor to densify the sands. Prior to
placing structural fill beneath foundations or placing footing steel, the excavation should be
observed by the geotechnical engineer to document that adequate bearing soils have been
exposed. We recommend that continuous and individual spread footings have minimum widths of
18 and 24 inches, respectively. Exterior footings should also be bottomed at least 18 inches below
the lowest adjacent finish ground surface for protection against frost and erosion. The local building
codes should be reviewed to determine if different footing widths or embedment depths are
required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete.
Depending upon site and equipment constraints, this may require removing the disturbed soil by
hand.
Depending on the final site grades, overexcavation may be required below the footings to expose
competent native soil. Unless lean concrete is used to fill an overexcavated hole, the
overexcavation must be at least as wide at the bottom as the sum of the depth of the
overexcavation and the footing width. For example, an overexcavation extending 2 feet below the
bottom of a 2-foot-wide footing must be at least 4 feet wide at the base of the excavation. If lean
concrete is used, the overexcavation need only extend 6 inches beyond the edges of the footing.
An allowable bearing pressure of 2,000 pounds per square foot (psf) is appropriate for footings
supported on recompacted, medium -dense, native soil or structural fill placed above medium -
dense, native soil. A one-third increase in this design bearing pressure may be used when
considering short-term wind or seismic loads. For the above design criteria, it is anticipated that
the total Post -construction settlement of footings founded on competent native soil, or on structural
fill up to 5 feet in thickness, will be less than one inch, with differential settlements on the order of
one-half inch in a distance of 50 feet along a continuous footing with a uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation 'and
the bearing soil. We recommend using an allowable coefficient of friction equal to 0.35 an
allowable passive pressure of 300 pcf for the foundation's resistance to lateral loading
A representative of Geotech Consultants, Inc. should observe the footing excavations during
construction to verify that suitable soil is exposed.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and
other deleterious material. It is important that existing foundations be removed before site
development. The stripped or removed materials should not be mixed with any materials to be
used as structural fill, but they could be used in non-structural areas, such as landscape beds.
GEOTECH CONSULTANTS, INC.
Bruce Goodnight
June 12, 2007 JN 07230
Page 3
Structural fill is defined as any fill, including utility backfill, placed under, or close to, a building,
behind Permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts'with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the
need to remove the fill to achieve the required' compaction. The following table presents
recommended relative compactions for structural fill:
Beneath footings,
slabs or walkways
Filled slopes and
behind retaining walls
Beneath pavements
95%
90%
95% for upper —12inches
of subgrade; 90% below
— that level
Where: Minimum Relative Compaction —is the
ratio, expressed in percentages, of the
compacted dry density to the maximum dry
density, as determined in accordance with
ASTM Test Designation D 1557-91 (Modified
Proctor).
Use of On -Site Sou
A geotechnical consideration for development of this site is the substantial silt* content o . f the
near surface native soils. These fine-grained, silty soils are sensitive to moisture, which
makes them impossible to adequately compact when they have moisture contents even 2 to
3 percent above their optimum moisture content. The reuse of these soils as structural fill
will only be successful during dry weather. The earthwork contractor must be prepared to
rework areas that do not achieve proper compaction due to high moisture content. Utility
trench backfill in structural areas, such as pavements, may also need to be dried before it
can be adequately compacted. Improper compaction of backfill in utility trenches and
around control structures is a common reason for pavement distress and failures. Imported
granular fill will be needed wherever it is not possible to dry the on -site soils sufficiently
before compaction.
If grading activities take place during wet weather, or when the silty, on -site soil is wet, site
preparation costs may be higher because of delays due to rain and the potential need to
import granular fill. The on -site soil is generally silty and therefore moisture sensitive.
GEOTECH CONSULTANTS, INC.
Bruce Goodnight
June 12, 2007 JN 07230
Page 4
Grading operations will be difficult during wet weather, or when the moisture content of this
soil exceeds the optimum moisture content.
The moisture. conten . t of the silty, on -site soil must be at, or near, the optimum moisture
content, as the soil cannot be consistently compacted to the required density when the
moisture content is significantly greater than Optimum. The on -site silty sands underlying
the topsoil could be used as structural fill, if grading operations re conducted during d
weather. During excessively hot, dry weather, however, it may b a ry
to achieve the optimum moisture content. e necessary to add water
Moisture -sensitive soil may also be susceptible to excessive softening and "Pumping" from
construction equipment, or even foot traffic, when the moisture content is greater than the
Optimum moisture content. It may be beneficial to protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from traffic.
Structural fill that will be placed in wet weather should consist of a coarse, granular soil with a silt or
clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve
should be measured from that portion of soil passing the three -quarter -inch sieve.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as they
existed at the time of our site visit. If the subsurface conditions encountered during construction
are significantly different from those anticipated, we should be advised at once so that we can
review these conditions and reconsider our recommendations where necessary. Unanticipated soil
conditions are commonly encountered on construction sites. Such unexpected conditions
frequently require making additional expenditures to attain a properly constructed project.
This report has been prepared for the exclusive use of Bruce Goodnight and his representatives for
specific application to this project and site. Our recommendations and conclusions are based on
the site materials observed and on previous experience with sites that have similar observed
conditions. The conclusions and recommendations are professional opinions derived in
accordance with current standards of practice within the limited scope of our services. No warranty
is expressed or implied.
We trust that this report meets your immediate needs for the Proposed development. . Please
contact us if we can be of further service.
Attachment — Test Pit Logs
Respectfully submitted,
GEOTECH CONSULTANTS, INC.
James H. Strange, Jr., P.E.
eotechnical Project Manager
JHS: jhs
GEOTECH CONSULTANTS, INC.
11
Test Pit Logs
Proposed Townhomes
636 Daley Street
Edmonds, Washington
Test Pit 1 (Southeast Portion of Site)
Depth (feet) Observations
V-V - I.0
1.0-8.0
oud ana topsoil
Red/brown, slightly silty SAND, fine- to medium -grained, with occasional gravel and
roots, moist, loose. (Weathered Sand) [SP/SM]
- becomes gray/brown, less silty, less rooted, with iron stains, medium -dense at 4
feet.
- becomes heavily iron stained, wet, dense at 7 feet.
Test Pit terminated at 8.0 feet on 5/31/2007. No caving. No groundwater.
Test Pit 2 (Northeast Portion of Site)
Depth (feet) Observations
1.0-7.0
a topsoil
Red/brown, slightly silty SAND, fine- to medium -grained, with occasional gravel and
roots, moist, loose. (Weathered Sand) [SP/SM]
- becomes gray/brown, less silty, less rooted, with iron stains, medium -dense at 4
feet.
groundwater. Test Pit terminated at 7.0 feet on 5/31/2007. Slight caving 0 to 5 feet. No
Test Pit 3 (Middle of Western End of Site)
Depth (feet) Observations
0.0-4.0 Red/brown, slightly silty SAND, fine- to medium -grained, with occasional gravel and
roots, moist, loose. (Fill and Weathered Sand) [SM]
4.0-7.0 Gray, SAND, with trace silt, fine- to medium -grained, very moist, medium -dense.
[SP/SM]
- becomes wet, dense at 7 feet.
Test Pit terminated at 7.0 feet on 5/31/2007. No caving. No groundwater.
Fie
Date: 1-29-09
To: Jennifer Machuga Planner
From: Rich Lindsay, Parks Manager
cc: Rob Chave, Manager, Gina Coccia Associate Planner
Re: Tree selection for 636-Daily Street
Jennifer,
I
AP
Brian Goodnight of Goodnight Construction has requested information on street tree
selection and species at 636-Daley Street where Brian is building new condominium. The
Edmonds Street tree plan calls out for "Ginko bilba" A.G. Maidenhair tree. However
after further research this tree which grows up to 120 feet tall and with a tree spread over
35 feet wide is to large for this residential street and the overhead power lines
complicates this issue even more. So I recommend that "Prunus serrulata" Amanagawa
Cherry tree which is recommended in Street Tree plan be installed on Daley Street
between 3 d Avenue and 7 Ih Avenue as indicated in Street Tree Plan. When approved
contractor will be planting four trees in sidewalk area were approved tree grates have
already been installed. Further tree plantings on Daley Street trees will only be installed
during new construction or when other favorable opportunities arise. Once I hear back
from you I will contact Brian Goodnight on new tree selection.
Any questions please contact me.
Thank you,
Rich Lindsay
Parks Manager
3. Z6 E� j
Drainage Report
for
Goodnight Brothers,
Date Prepared:
Prepared for:
Site Address:
S- AOAOO*-- by
TORMWATE0 b
ENGjAjEERjjVG
Date:
Prepared by.,
June 5, 2007
Bruce & Brian Goodnight
P.O. Box 669
Edmonds, WA 98020
425-771-5149
636 Daley Street
Edmonds, WA
RECEIVED
J U N 2 6 2007
BUILDING DEPT
Donna L. Breske.. P.E.
6621 Foster Slough Road, Snohomish, Wa. 98290
,Phone: (425) 334- 9980, Fax: (425) 334-7380
,.breske@consultmoore-com
i
I EXPIRES: 11/0
GOODNIGHT 9ROTHERS
636 DALEY ST
CONDOMINIUM DEVELOPMENT
6-5-07
OVERVIEW:
A condominium complex is proposed for the property located at 636 Daley Street,
Edmonds, WA.
The site slopes downward from the northeast to the southwest at approximately
2.5%. A total impervious area, (rooftop and driving surface) used for calculating the on -
site detention system is 9,854 sf.
DETENTION SYSTEM:
The site area is 13,194 square feet. The site is less than one acre in size and is the
Shell Creek Drainage Basin. The storm water detention system is designed in accordance
with the SBUH method and the ECDC 18.3 0.060.A. La for the 2, 10, and I 00-year 24-
hour storm events. The release structure is designed to release flows for the three storms
events at the calculated pre -developed peak flows for the corresponding 2, 10, and
100-yr, 24-hour design storms. A chart of the pre -developed, post -developed, and
controlled flows is shown below:
DESCRIPTION
PRE -DEVELOPED
FLOWS
DEVELOPED
FLOWS
CONTROLLED
RELEASE DEV FLOWS
2-YR, 24-HR
.02 cfs
.08 cfs
.02 cfs
10-YR, 24-FM
.04 cfs
.11 cfs
.04 cfs
24-HR
10 cfs
18 cfs
10 cfs
The detention system consists ot 67 LEW i.U' ctiameter aetention pipe coupiea
together with two Type 2 CB's. Ca lculations indicate a 78' long pipe. The two
Type 2 CB's provide sufficient storage in order to reduce the pipe length to 67'.
Per the Soil Conservation Service Soil Survey of Snohomish County, the soil for
the above referenced site is listed as Alderwood Urban Land Complex.
Alderwood soil type is listed as Hydrologic Soil Group "C" per Table 111-1.6 of
the 1992 Stormwater Management Manual for the Puget Sound Basin.
(to 3 (., D6 I r! v sr
.,00.DM[6HT
O'SITE 131 1 T.+ 0 3
57 otq-SITE IMPERVIOOS(5F)
R04-Np � S-8 to
iqspha*' 3 f 2--Z
Concrete- & 2- 7,
SZ+ _= 0, 2;0�
too
f
Per 1p, 3o.o6o.A
=3-
c
P
,e(v ()S,,
'14 6,303
to 8,
C, N 8s-
,4ssvm&_ meadoq)
Co�IDIrWKIS: F-or 5r&,o-s urialff I c4crd.�
LO�E�D S(7E pi�r ecPC 1.30.00.4,1,1?
4-he peak- raie
(hit
per 30,0(00, P. fi
rvno re -de ce to �ew c, nw,'�,o ti f vio -year
fri ( - YT th e-
2.+- hr des' ��rm? WANIle- wlao
pre, deive', (op;7 Conale t;ori
foy- the-- 10 -year., 24, Ar Z I 00-year 24- -Aeut-
Givong.
I m per vi"Ou-S
Pe ru 10 fiW -771 0. 7 7A
0, 30.3 - Ot Z26 =. o N =6c
c,7F - � 2,11 &
m ---78
ROOFTOP IMPERWOUS. IMPERWOUS AREA MAP
GOODNIGHT BR07HERS
636 DALEY ST
EDMONDS, WA
5,810 SF
DRIM IMPERWOUS
3, 422 5F
CONCREX WALKS & PA710S.
622 SF
OFF-S17E DRIWNG IMPERV10US
561 SF
TOTAL
10,415 SF
SCALE. l'--20'
DA7E- 5-21-07
V
ASPHAL T P �V
Tc Map
GOODNIGHT BRO771ERS
6J6 DALEY ST
EDMONDS, WA
SCALE- 1 "=20'
DA 7E- 7-12-07
6/5/07 4:53:15 pm
page 1
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
BASIN
SUMMARY
BASIN ID: A10OX
NAME: 100 YR 24 HR EXISTING
SCS METHODOLOGY
TOTAL AREA ....... :
0.30 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0.30 Acres
0.00 Acres
TIME INTERVAL .... :
10-00 min
CN .... : 85.00
0.00
ABSTRACTION COEFF:
0.20
TC .... : 19-15 min
0.00 min
PEAK RATE: 0.10 cfs
VOL: 0.04 Ac-ft TIME: 510 min
BASIN ID: AlOX
NAME: 10 YR
24 HR EXISTING
SCS METHODOLOGY
TOTAL AREA ....... :
0.30 Acres
0.00 cfs
RAINFALL TYPE .... :
TYPElA
-BASEFLOWS:
PERV
IMP
PRECIPITATION .... :
2.00 inches
AREA..: 0.30 Acres
0.00 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 85.00
0.00
ABSTRACTION COEFF:
0.20 .
TC .... : - 19.15 min
0.00 min
PEAK RATE: 0.04 cfs VOL: 0.02
Ac-ft TIME: 510 min
BASIN ID: A2X
NAME:-2 YR 24
HR EXISTING
SCS METHODOLOGY
TOTAL AREA ....... :
0.30 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
1.50 inches
AREA..: 0.30 Acres
0.00 Acres
TIME INTERVAL .... :
10.00 min
CN .... : 85.00
0.00
ABSTRACTION COEFF:
0.20
TC- ... : 19.16 min
0.00 min
TcReach - Sheet L:
161.00 ns:0.1500 p2yr: 1.50 s:0.025*0
PEAK RATE: 0.02 cfs VOL: 0.01
Ac-ft TIME: 510 min
BASIN ID: B100D
NAME: 100 YR
24 HR DEVELOPED o li-�
SCS METHODOLOGY
TOTAL AREA ....... :
0.32-Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0.08 Acres
0.24 Acres
TIME INTERVAL .... :
10-00 min
CN .... : 86.00
98.00
ABSTRACTION COEFF:
0.20
TC .... : 6.30 min
6.30 min
PEAK RATE: 0.19 cfs
VOL: 0.06
Ac-ft TIME: 500 min
vo
6/5/07 4:53:15 pm GOODNIGHT BROTHERS page 2
636 DALEY STREE-f
EDMONDS, WA
BASIN SUMMARY
BASIN ID: B10D
NAME: 10 YR
24 HR DEVELOPED V/,Dk,
SCS METHODOLOGY
TOTAL AREA .......
b.32 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE.i..:
TYPEIA
PERV
PRECIPITATION .... :
2.00 inches
AREA..: 0.08 Acres
TIME INTERVAL .... :
10-00 min
CN .... : 86.00
ABSTRACTION COEFF:
0.20
TC .... : 6.30 min
PEAK RATE: 0.12 cf VOL: 0.04
Ac-ft TIME: 500 min
BASIN ID:
B2 r��
NAME: 2 YR 24
HR DEVELOPED14f,
S.CS METHODOLOGY
TOTAL AREA ....... :
6-.32 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
1.50 inches
AREA..: 0.08 Acres
TIME INTERVAL .... :
10.00 mih
CN .... : 86.00
ABSTRACTION COEFF:
0.20
TC .... : 6.30 min
PEAK RATE: 0.08 cfs
VOL: 0.03
Ac-ft TIME: 500 min
0,01
IMP
0.24 Acres
98.00
6.30 min
IMP
0.24 Acres
98.00
6.30 min
6/5/07 4:53:15 pm page 3
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.019
510
477 cf
0.30
2
0.043
510
842 cf
0.30
3
0.102
510
1686 cf
0.30
4
0.077
500
1151 cf—
0.30,
5
0.110
500
1641 cf
0.30
6
0.179
500
2653 cf
0.30
11
0.019
650
1151 cf
0.30
12
0.043
560
1641 cf
0.30
13
0.097
-530
2653 cf
0.30
6/5/07 4:54:33 pin
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No. P1
Description: 3 FT DIA PIPE
Diameter: 3.00 ft. Length: 78.00 ft.
Slope... : 0.0000 ft/ft upstr: dnstr:
page 1
DefeY'mi'n e e-crease it) Pt))& Ley�94A dLe- /v
Storage- (r, —:2--, lypf z - CBS
7-)V2 -0
pe Z-,5-f 'y
=-qS, o?
100 yr F-1-
52,25-21 tzel
Ir (2. 2- 5 *Z x Y 2.841
3,5.67c(
Ej v, va tent- Le
C X L — +5-, 1,5� -f 3-57. (o 7
It'll FL
76-11 - �7
/,Op
U,5e 67 LF of -3' f
6/5/07 5:3:42 pm page
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. 01
Description: ORIFICE
outlet Elev: 92.25
Elev: 91.25 ft Orifice Diameter: 0.7500 in.
Elev: 94.05 ft Orifice 2 Diameter: 1.6000 in.
ft
6/5/07 4:55:4 pm page 3
GOODNIGHT BROTHERS
636 DALEY STREET
EDMONDS, WA
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- -PEAK- STORAGE M M TCH
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf) PEA
2 YR 24 HR ................... 0.02 0.08 PI 01 93.73 11 270.26 cf 0,09
10 YR 24 HR .................. 0.04 0.11 Pi 01 94.16 12' 369.26 cf 0.04
100 YR 24 HR ................. 0.10 0.18 Pl 01 95.09 13 539.79 cf 0.10
10
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Dpw_n_1_o_adPDF._Sa1.es.. $.heet
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Download Sr)ecification Submittal Data
Specifications:
Pump Type:
Pump Model:
Capacities:
Heads:
Sump and Effluent Pump
SW33, SD33, VS33
to 48 GPM (3.0 LPS)
to 26 ft (7.9m)
Electrical: 115V, lo, 10 FLA, 60Hz
Motor: 1/3 HP shaded pole with thermal
overload 1550 RPM
Minimum
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Intermittent Liquid
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Automatic
Operation:
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Materials of
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SDNS33 = 12" (304.8mm)
SW33 = 18" (457mm)
120OF (49-C)
SW Wide-angle float switch
SID Diaphragm pressure switch
VS Vertical float switch
Cast iron and engineered
thermoplastic RECEIVED
J U N 2, 6 2007
CON BUILDING DEFrT1'.
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Copyright @ Pentair
Pump Group All
Rights Reserved.
Privac Policy
Y- - -
TprniLand-Conditions.
Impeller:
Discharge Size:
Solids Handling:
Power Cord:
Thermoplastic vortex
1-1/2" NPT (38.1mm)
3/8" (1 2.8mm)
10' , SJTW (20'optional)
Hydromatic reserves the right to make revisions to its
products and their specifications, this catalog and related
information without notice. Most models are UL Listed
and/or CSA Approved.
SW 114., SEC. 24, T.27 N, R.03 E, W.M.
18.30450 DE&OPMINT APPROVAL STANDARDS FOR V?OSION AND SEDIMENTARON CON7ROL (ESC) PLAN.
A. ESC MINIMUM REQUIREMENT5. ALL AC77W77ES NECESSITA17NG A CLEARING OR GRADING PERMIT AND ALL U77LITY
PROJECTS CONSIS77NG OF MORE THAN 500 LINEAL FEET OF 7RENCH EXCAVA77ON SHALL BE REQUIRED TO CONTROL
EROSION AND SEDIMENT DURING CONS7RUC77ON AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESUL77NG FROM
CONSTRUCTION. PROJECTS INVOLWNG A CRI77CAL AREA MAY ALSO BE REQUIRED TO COMPLY NTH ANY COMBINA77ON
OF THE ESC MINIMUM REQUIREMENTS. COMPLIANCE NLL BE DEMONS7RA TED THROUGH THE IMPLEMENTA 77ON OF AN
APPROVED ESC PLAN. GUIDELINES FOR PREPARING ESC PLANS ARE PRO14DED IN THE MANUAL. 7HE PLAN MUST
ADDRESS THE FOLLOWNG REQUIREMENTS.
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE. C0NS7RUC77ON VEHICLE ACCESS SHALL BE,
WHENEVER PRAC77CAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED NTH QUARRY SPALLS OR
CRUSHED ROCK TO MINIMIZE 7HE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. F SEDIMENT IS TRANSPORTED ONTO A
ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT THE END OF EACH DAY SEDIMENT SHALL BE
REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL
AREA WTHIN 24 HOURS. S7REET WASHING SHALL BE ALLOKED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT - STABILIZA71ON OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING
AC77W77ES SHALL BE STABILIZED BY SUITABLE APPLICA77ON OF BMPS, INCLUDING, BUT NOT LIM17ED TO, SOD,
HYDROSEEDING, OR 07HER VEGET47ION, PLAS77C COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED,
AND MAINTAINED IN ACCORDANCE WTH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED ACCORDING TO AN
APPROVED TIMETABLE (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE 771AN TWO DAYS FROM OCTOBER 1
THROUGH APRIL JO AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER JO).
J. ESC MINIMUM REQUIREMENT - PR07EC77ON OF ADJACENT PROPERTIES. ADJACENT PROPER71ES SHALL BE PR07ECIED
FROM SEDIMENT DEPOS117ON BY APPROPRIATE USE OF VEGETA71VE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS,
DIKES OR MULCHING, OR BY A COMBINA 71ON OF THESE MEASURES AND OTHER APPROPRIA TE BMPS.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND SEDIMENT C0N77?OL BMPS SHALL BE REGULARLY
INSPEC70 AND MAINTAINED BY THE OWNER TO ENSURE CON77NUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL
MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE K17H THE MANUAL.
5. ESC MINIMUM REQUIREMENT - OTHER BYPS. AS REQUIRED BY 774E CITY, OTHER APPROPRIATE BMPS TO MITIGATE
THE EFFECIS OF INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND U77LITY CONSTRUCI70N. THE CONSTRUCTION OF
UNDERGROUND U71LITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWNG.
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL KNERE CONSISTENT WTH SAFETY AND SPACE CONSIDERA71ONS SHALL BE
PLACED ON THE UPHILL SIDE OF TRENCHES,
C. TRENCH DEW4 TERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE
MEANS),
D. TRACKING AND SPILLING OF MATERIALS ON S7REE7S DUE TO HAULING,
E, DAILY CLEANUP AND STREET MAINIENANCE.
Z ADD177ONAL ESC MINIMUM REQUIREMENT5 FOR LARGER DEVELOPMENT5. ALL NEW DEVELOPMENT AND
REDEVELOPMENT THAT INCLUDES LAND DISTURBING AC771477ES OF GREA 7ER THAN, OR EQUAL TO, ONE ACRE IN
ADD17ION TO MEE77NG THE MINIMUM REQUIREMENT5 SET FORTH ABOVE SHALL COMPLY NTH ESC REQUIREMENT5 LISTED
BELOW
& ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIM17S. IN THE FIELD, MARK CLEARING LIMITS
ANDIOR ANY EASEMENTS, SETBACKS, SENS171VEICRI17CAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES.
9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL
PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR 07HER APPROPRIATE BYPS. SEDIMENT PONDS AND TRAPS,
PERIMETER DIKES, SEDIMENT BARRIERS, AND 07HER BMPS INTENDED TO 7I?AP SEDIMENT ON -SITE SHALL BE
CONSTRUCIED AS A FIRST STEP IN GRADING. 774ESE BMPS SHALL BE FUNC77ONAL BEFORE LAND DISTURBING
AC71VI77ES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND
MULCHED ACCORDING TO AN APPROVED 77METABLE
10. ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND
CONS7RUC7E0 IN A MANNER THAT WILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN
ACCORDANCE 107H ESC REQUIREMENT NO. 2
11. ESC MINIMUM REQUIREMENT - COWROWNG OFF -SITE EROSION. PROPERTIES AND WATER WAYS DOWNSTREAM FROM
DEVELOPMENT SITES SHALL BE PR07EC7ED FROM EROSION DUE TO INCREASES IN 771E VOLUME, VELOCITY, AND PEAK
FLOW RA TE OF STORY WA TER RUNOFF FROM THE PROJECT S17E
12 ESC MINIMUM REQUIREMENT - STABILIZA77ON OF TEMPORARY CONVEYANCE CHANNELS AND OUTLET5. ALL
TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO PREVENT
-- EROSION FROM THE -EXPECTED VELOCITY OF FLOW -FROM -A -TWO- YEAR,- 24-HOUR FREQUENCY -STORM -FOR - THE
DEVELOPED COND1770N. STABILIZA77ON ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM BANKS,
SLOPES AND DOWNSTREAM REACHES SHALL BE PROWDED AT THE OUTLET5 OF ALL CONVEYANCE SYSTEMS.
13. ESC MINIMUM REQUIREMENT - STORY DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE
DURING CONSTRUC770N SHALL BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER 774E CONVEYANCE
SYSTEM WTHOUT FIRST BEING FIVERED OR 0771ERMSE TREATED TO REMOVE SEDIMENT
14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS
SHALL BE REMOVED W774IN 30 DAYS AFTER FINAL S17E STABILIZA71ON IS ACHIEVED OR AFTER THE 7EMPORARY BMPS
ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS
RESUL77NG FROM REMOVAL SHALL BE PERMANENTLY STABILIZED.
15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEW47ERING CONSTRUC77ON SITES. DEWATERING SYS7EMS SHALL
DISCHARGE INTO A SEDIMENT IRAP OR SEDIMENT POND.
16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF POLLUTANT5 OTHER THAN SEDIMENT ON
CONSTRUCRON SITES. ALL POLLUTANT5 OTHER THAN SEDIMENT THAT OCCUR ON S17E DURING CONSTRUCTION SHALL
BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CONTAMINA77ON OF STORM WATER.
1Z EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY PERFORMANCE BONDING, OR OTHER
APPROPRIATE FINANCIAL INSTRUMENT5, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WTH THE
APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. J013 § 1, 1995]
FILTER
SECURED TO 2" X 2"
14 GA. WIRE FABRIC
EQUAL
C
,)11 V I WOOD 01
t�kVVEN #-of$
IN
8t'- 12"
I H.
810
PLACE 3/4"-1.5" WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
/�7
e
< 0, S. 7
TESC ENTRANCE
Rk 80A, -
Z
z
. ..........
"X"
2
t � ; t IF-
> i
UNIT
GAR�
O'l
117
UNIT 18
GARAGE
Elev. 9ZO'
TTOM OF
I - U - �_4-,'
rk,80n'1T1INmG:--=q4.5
i_0
FO
T T rA =1. T MIMI 17
97
RECYCLEIREFUSE bnt
ENCLOSURE
12' CW
..........................
4 . ..........................
s................................................................................................................................................ . ....................................
. . . . . . . . . . . .
PRE?vHSE1S0LA170NR9%ft*NTS
i T 01
-__Dw1,1gz10%WkATTrEZRt ORMA DCVA
RITE 3?1-XZ=R LINE: 93 DCDA J3 pofA
13 RpDj
10 N L 9: CVA El WA 13 PIM&
"CS lippriwed Br.
Date-.
il, Fire Dept ConcurrUmcce
Civff Plan Vedricaficn
Date:
fo 9P .,A]VA 0 A --An nte
FILTER FABRIC MATERIAL IN UUU OW"Wil
CONTINOUS ROLLS. USE STAPLES 02M6 Edifion IBC w1WAC Amidments;
OR WIRE RINGS TO ATTACH 132 1 on UPC w/WAC Amendments
FABRIC TO WIRE. endices A, B, Q I -
02006 tion IMC WAVAC Amendments
2012006 Won IFOC w/WAC Amendments
02006 Edition 1FC wfWAC Amendments
02006 Edition WAQ WAC 51-13
WIRE MESH SUPPORT FEN 1: P32006 E&tion WSEC WAC 5 1-11
TO SUPPORT FILTER FAB IC.
CITY OF EDMONDS*
BUILDING DEPARTMENT
WORK
A E S
DDR
BURY BOTTOM OF FILTER
OWNER
MATERIAL 8" TO 12"
6' MAX. �,,PPROV`D DAJ2.
2" X 2" WOOD POSTS OR IPE-R,`-127 MIUIPLOER
EQUIVALENT
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN,
C.-ITY -0.-.F-.--*E--D-M'-
REVISIONS STANDARD DETAIL
APPRaM BY DATE
FILTER FABRIC FENCE FILTRATION SYSTEMS
DATE 7/24/01 SCA NTS E1.1
TEMPORARY FILTER
FABRIC FENCING
N. T. S.
0
DALEY STREET
I P2.2
P,5,1
3'�'\FIL TtR\FABRIC
FENCE
. ........ .......
. . ....... ...... ...... .
7
.... ........
............ ...... ....... .......... ..... . .....
cl 13
A
......................................
Or
A
L
X.-O,
.0
0.9
.1\9
1' -3' HIGH
GARAGE'
Elew,'qZY
�Al UNIT,*,": -Woo
#2
Elev. 9Z5'
GARAGE
Elev. Z5,
011-
RISER ROOM .0 101-
UNIT 16 UNIT 15 Elev. RZO' �qp
GARAGE GARAGE
qev'. z Elev. 97-
'a
BOTTOM t� UNIT 14 UNIT JJ
FOOI7NG=94.5 GARAGE GARAGE
01
Elev. 9Z Ele v. 9zo, 00
(Typ.) 80 TTOM OF
9B.0
4.5
FOOTING=9
MUL.
IM
97
to
4
. .. ....... . ....
. . ....... . . ........... ....... ............. ....
. . . . . . . . . . . . .... ..........
............ . .... / ......................... ................................................................................. ..........................................
Q;1� 5'1�." -.411
-`l Ai
................
/ ............ . .... ......
............. 3-
TEMPORARY GRAVEL
CONSTRUCTION ENTRANCE
N.TS.
VUT Fdjf"W--.,P 'UN)"wi-,
I-L, (" 11-
t7ic-7
DESIGN TEA M
DE&OPER.
GOODNIGHT BR07HERS CONSTRUCRON Co., INC
PO BOX 669
EDMONDS, W4. 98020
C1WL ENGINEER
DONNA L. BRESKE, P.E.
6621 FOSTER SLOUGH RD.
SNOHOMISH, WA. 98290
(425) 334-9980
ARCHIIECT-
CARL J COLSON - ARCH17ECT PLLC
2J62J 20th AVENUE KEST
BOTHELL, W4. 98021
(425) 806-3703
SURVEYOR
C & C SURVEWNG
CONTACK JOHN J. (JACK) HOLMES
4509 243rd PLACE SW
MOUNTLAKE TERRACE, W4. 98043
(425) 67J-7502
10 0 10 20 30
Scale 1" = 20'
LEGEND
ALL EXPOSED SURFACES TO
81 00VERED WITHIN 2 DAYS
TEMPORARY CONSTRUCTION
ENTRANCE REQUIRED
OWNER/CONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DAMAGE
CASPERS
ST
DALEY ST
z
<
QJ 0 iP_
to
Vi <
<
0
VICINITY MAP
N.TS.
LEGAL DESCRIPTION
1 4
,Z-
60?
�r
L07S 12 774OUGH 15, INCLUSIVE, BLOCK 101, CITY OF EDMONDS, ACCORDING TO THE PLAT THEREOF, RECORDED
IN VOLUME 2 OF PLATS, PAGE J9, RECORDS OF SNOHOMISH COUNTY, WASHINGTON. SITUATE IN THE COUNTY OF
SNOHOMISH, STATE OF WASHINGTON.
(FROM DEED OF TRUST, AF 1200306271686, RECORDS OF SNOHOMISH COUNTY, WASHINGTON.)
CONTAINS IJ,19J.5 SQ FT (O.JO AC.)
CO-NSTRUC77ON SEQUENCE:
1. CALL ENGINEERING INSPECTION LINE (425-771-0220, EXT 1326) TO SET UP A PRE-CONS7RUC77ON
MEE77NG W7H OWNER, CONTRACTOR, DESIGN ENGINEER AND CITY ENGINEER.
2. TEMPORARY EROSION CONTROL MEASURES TO BE IN PLACE AND INSPECTED PRIOR TO ANY
CONSTRUCTION OR S17E CLEARING.
j. REVIEW EROSION & SEDIMENTA77ON CONTROL NOTES.
4. CONTRACTOR IS TO PROWDE DUST CONTROL MEASURES AS REQUIRED INCLUDING STREET SWEEPING.
5. ROUGH GRADE, INSTALL U77LITIES & STORM SYSTEM PER PLANS.
6. DESIGN ENGINEER SHALL INSPECT KEY PROJECT ASPECTS DURING CONSTRUCTION.
Z FINAL GRADE, PLACE AND HYDROSEED PER N07ES & DETAILS.
8. REMOVE TE.S.C. FACIL177ES PER CITY APPROVAL. ( ) Wg 1;09, ll� PeMAWOM4 j;"fn1&L9190
EROSION A SEDIMENTA77ON CONTROL NOTES:
1. DURING CONSTRUCTION, STRAW OR OTHER MATERIAL TO COVER EXPOSED EARTH SHALL BE ON LOCATION
AND READY TO USE. IF THE NEXT WEATHER DAY FORECAST IS RAIN, THE S17E SHALL BE COVERED AT THE
END OF THE DAY THE S17E SHALL BE COVERED IF THE NEXT DAY IS A NON -WORKING DAY
2. SOIL STOCKPILES ARE TO BE COVERED WTH WSQUEEN KITHIN 24 HOURS.
PROPOSED 3. IMMEDIATELY FOLLOWNG FINISH GRADING, FINAL LANDSCAPING IS TO BE INSTALLED OR HYDROSEED OR
MULCH AREAS OF EXPOSED EARTH.
M
ASPHALT
CONCRETE
STORM DRAIN MANHOLE
0
CATCH BASIN
SEWER MANHOLE
FIRE HYDRANT
la
WA TER MEIER
H
VALVE
X-71
BEND
If
TEE
THRUST BLOCKING
SILT FENCING
X_
FENCE
CLEARING LIA417S
FA:
FIELD ADJUST
1E.-
IN VERT ELE VA 71ON
aa:
SANITARY SEWER CLEAN OUT
SSMH.
SNAITARY SEWR MANHOLE
W.-
WA TER METER
CB.
CATCH BASIN
EXIS71NG POINT ELEVA77ON
GRADING QUAN77
CUT. 835 CY
FILL: 5 CY
GRADING QUAN7777ES ARE ROUGH
CALCULA 77ONS THAT DO NOT TAKE
INTO ACCOUNT SHRINKAGE OR
SKELLAGE.
INSPEC77ON NOTE:
1. CALL THE CITY ENGINEER INSPEC77ON LINE (425-771-0220, EXT 1326) 24 HOURS IN ADVANCE
FOR ALL ENGINEERING INSPEC77ONS.
No wa
, w-h
x
M 2" CLEAR
20' - - - - - - - - - - - - - - - -
3 . CLEAR 9.
q
#4 @ 1 0"O.C.
HORIZONTALS
#4 0 16"O.C.
VERTICAL HOOK
INTO TOE
�'_�2" PVC WEEP
HOLE-5' O.C.
2-#4 EQUALLY
4" DIA PERF PVC SPACE &
WITH HOLES UP. '-6- CONTINUOUS
WASHED ROCK J"-11-
WRAPPED IN FILTER FABRIC CONCRETE 2,500 psi MINIMUM
STEEL GRADE 40
EAST PROPERTY LINE RETAINING WALLE�
N.TS.
R'GHT'OF'WAY CONSTRUCTION PERMIT
AND INSPECTION REQUIRED
SHEET INDEX S1 TE ADDRESS
1 of 3 CLEARING, TE.S.C. & GRADING PLAN
BASIS OF BEARING. NORTH SIDE OF DALEY STREET, JO' +/- WEST OF PARCEL, 2 of 3 ROAD, DRAINAGE, SEWER & WATER DJO L)ALEY STREET
BETWEEN LETTERS "ALA" (SOUTH) AND "S.R." (NORTH) 3 of 3 DETAILS EDMONDS, W4. 98020
REV. I DESCRIP77ON DATE
Add Bottom of Footing Elevations 9-17-07
PREPARED BY. CLEARING
V .. � I - t T. E. S. C. & GRADING PLAN
2
D ONNA L. BRESKE FOR RECEI ED
APPROVED BY PLANNING P. E.
4
6621 FOSTER SLOUGH RD.
MINI-
AX" DALEY STREET RESIDENCES SEP 18 2007
SNOHOMISH., WA 98290
SPSfAr A44616t(AM f-DV- 1000
CONFLICT NOTE:
ILIff X, TAX ID'S: 00434210101200 BUILDING EPT.
9 PHONE: (425) 334-9980 PFN:
ULAIO(C, Yar6io Of- qr6L6Ij n3 !�P6ue4 7U14ET CONTRACTOR SHALL BE RESPONSIBLE FOR VERIFWNG THE LOCA710N, DIMENSION AND DEPTH OF ALL EXIS77NG U71LI77ES RIETHER /0-NAL
DEVELOPER: Goodnight Brothers Construction Co., Inc., PO Box 669 Edmonds, W4. 98020
SHOW ON THESE PLANS OR NOT, BY POTHOLING THE U71LI77ES AND SURVEYING 774E HORIZONTAL AND �ERTICAL LOCA77ONS PRIOR TO (425) 334-7380
C) A 9 1 v5 1 -;-C) o-;� CONSTRUCTION. THIS SHALL INCLUDE CALLING U77LITY LOCATE AT 1-800-424-5555 AND THEN POTHOUNG ALL OF THE EXIS77NG FAX.
U71UIIES A T THEIR LOCA TIONS OF NEW UTILITY CROSSINgS TO PHYSICALL Y VERIFY MIE774ER OR NOT CONFLICIS EXIST LOCA 77ON OF 11/05 07 1 SCA T, F! 1"-- 20' ISSUE DATE: 6-5-07 SHT NO. 1 OF 3
SAID U71LIlIES AS SHOW ON THESE PLANS, ARE BASED UPON 7HE UNVERIFIED PUBLIC INFORMARON AND ARE SUBJECT TO VARIA770N.
SURVEYED BY- C & C SURVEYING, CONTACT. JOHN J (JACK) HOLMES
f7t
Z,
Y VERTICAL DATUM & ASSUMED 100.00 ON EAST BONNET BOLT OF FIRE HYDRANT ON
IiPPROVED FOR CONSTRUCPC.N
DATE
SW 114., SEC. 24., T.27 N., R.03 E.5� W.M.
Existing sidewalk, curb and gutter to be removed 6" 360, 6"
and replaced per City standards as required by SIDEWALK FORM
City inspector. jN%P9@TjQN8 REQUIRED
FIR 2' MIN COVER
S1 1E R-1111f
........... .......................... ............................. ............. . .. ...................................................................
7 ... .......... ....... . . . . . . . . 7777 7 *7 7
'.'- - 77 1-7 7 -` -, .77 7, " -7 - 7
2" IN-UNE VALVE
.......... 8 . ...... . .......... W ...........
................................ ................ 0 ff ... ....... .......
USE EXIS71NG WATER METER FOR 1RRIGA77ON-__- DALEY' ST'J" EET
RE -LOCATE TO ROW SIDE OF PROPERTY LINE
< <
2' SER WCE PROPOSED MAILBOX 4 YARD nA-vy j2
(COPPER OR H14LPOLY) BACKFLOW PREVENTER �OCARON. TO BE - T0P=9zO
AP�RO VED B Y P. 0. A T IE=93 48
RE -LOCATE 7ELEPHONE BOX 2 77Mt CONSIRUC17ON YA RD BA SIN '
jjr4
DAY VF WA Y EN 7RA NCE TOP=9zo
1- 7
5�16 ......... .
10 0 10 20 30 PIER IE=
................ ....
Scale 1 200 --CONCRETE RETAINING WALL 4* PVC F0077NG DRAIN LEADER 0 2Z MIN.
Existing driveway approach to be removed and
24' 0
......... ...
replaced to City standards.
77ON YARD
FIRE D, 4
EPARIMENT CON' BA SIN 0
T0P=9zO
C6-1, TYPE 2-48' OM &.:.ARF
5�
10' x. 14 IE=93.86
VSOLID LOCKING LID
. 1
ZARD BASIN 0
TOP=9Z2 29 L 4" PVC 0 1.0%
. .................. ........... ...........
IE(S)=92.25-OUT Ft
TOP=97.0
M
-IN z 15 4' PVC 0 1.0% IE=94. IJ
1E(SE,E)=9J.0
op
4 01-
9 LF #" PVC 0 1.0% LF ... q
n�l I . . WAT6R & SEWER
I- jtjo I
9 LF 0 PVC
9- �'. `/,,,,/4 - 12"Xi. 16'
Ztl, -
r2 PIPE BEDDING CD 11 LF 4" PVC 0 1.0% MWTIONS REaD.
01.0%
DETAIL
106 '94- , YARD BASIN #6r4
2 01 r/ -�jYARD BASIN #1 4 1
24' TOP=9zo
SPECIRCA77ON FOR CUP OP77ON: TOP=97 0
�P.
IE=93.63
X DIA CMP-16GA WTH 12 GA ENDS IE=94.24
5
EXTRUDED YARD E�AS�1;_07
TYP. R
2 21y x Y2 IN. CORREGA 77ON ALUMINIZED le"12
94 5" CURB
T0P=9zO
STEEL OR ASPHALT TREATED, 'g
j UR
CB-J, TYPE I
IE=93.95
WIGRA TED LID
T0P=9Z05
-0 C7. �9 LL_
Azle y/
r4 YARD BASIN 110 .. . ....... _j
\-6' P41.4 2X'� -OUT
IE(NIV)=9195 nN
TOP=9zo 1E(SWSENE)=9J.95_
IN
(3 TO
IE=94.29
w, I BOTTOM OF ELEVATOR SHAFT 94.5
1 '15 "NA
CMP TO N-12 INIERFACE
< . ... ............. .. ...........................................
FOO17NG DRAIN EL=91.5 MIN.
PER DETAIL SHEET 3
"Y" TO FIRE 1IR07ECIION LINE
Qi --I A YARD BASIN A8
"N'T
Vs UNIT j,`5
CB-2, TYPE 2-54' r
GARAV,3F GARAGE
IE=94.56
WIGRA70 LOCKING LID iE F====
RE37RICTOR DEWCE PVC V. Ele t" 9 Z 01 :0:2
TOP=9Z4 GARIAGE T 1�pl
IE(N-S)1=92.25-IN & OUT RAGE 64VIRACE z
Ekw,
1E(SE)=92.5-1N-4* PVC g 0"
E
Q�
-6" PVC 11�;-4- PVC 2X MIN. YARD BASIN 0
YARD BASIN 110
M IE=91.0
TOP=96.7 FA
TOP-96.5 . .... ....... ... ........ .... .... ... .... .... ........ ...... . ... ........ .... .. .. .... .. ......... .... ....... ... .. ..... ......
........ ....... IE(N)=94.99
-OUT
IE(N-)=92.5 01 T
4
'TYPE
CHANNEL
2' PVC F007ING DRAIN
RECYCLEIREFUSE . SUMP P 't0P='§_6.72'(TYP.)
12 Lr:; \�� '
IE(E)=94.5-IN 1-L CB,- DRAIAN I&(NW)=94.89-1N-4' PVC
IE(SE)=94.89-IN
25 LF 12m N-12 0 1.0% ENCLOSURE PRESSURIZED LIMP
P S 81111 L - 911 98
IPF 14'59 11
12' CUP ...... .......... .......... .......... ........... ...... ... ........... - - - - - - - - - -- . .... . .... ...... * .... .......... .......... .......... ............
.......... . ..... ..............
. ..... __t&_LF_,12-18-12 0 2.2X CONCRETE RETAINING WALL 4 PVC F0077NG D : RAIN LEADER 0 2% MIN.
.......... .... SS
Y 3567 LF 6' P SS 4*1�
...... ........... ...... ... ........... .......... ........... ........ l'-Ye . ........
. ..... ..... ........... .......... ........... ............ ........... .... .. ........ ..... ........... .......... ........... .......... ........... .......... ........... . .......... ........... ...... 94-60
. .... .......... .... ...... ....... 7
RAI 991?4 16 CO K17H LOCKING CB_
Cl LAMPHOj _%�
1z§0 4, TYPE I
C0 TYPE I LE COVER 32'-6' PVC SIDE j/ �3
/ (2 TYP.) SEWER 0 2Z MIN. ASPHALT r6 WILOCKING GRA TED LID
0 -,,/- 4 4 PAVEMENT\," TOP=98.5 FA
91-11 IE(W)=95.0-OUT
IE(N)=92.0-IN 12' N-12
-PVC---
IE(N)=94.0-IN 2' 22',6" PVC SIDE
IE(E)=92.5-IN 12' N-12 SEWER 0 2% ASPHALT 7
IHICKENED EDGE
OR CONCRETE GUTTER
SOLID,ROUND,LOCKING COVER 12" MIN.
MARKED "DRAIN"
. F COVER ELEV. 97.4 MIN.
8" THICK LID POLYPROPYLENE
STEPS
OVERFLOW 100-YR EL
EL = 95.2 --- ----- ----
MIN. LIFT
HANDLE
PIPE SUPPORT
1=94.05
3 DIA DETENTION
DRILL HOLE 1.6" DIA PIPE W/24" REDUCER
IN 12 GAUGE PLATE AND
WELD TO CMP.
HOLE TO BE SHARP -
EDGED, SHOP DRILLED. CLEANOUT/SHEAR CATE
C-4
REFER TO COUPLING
DETAIL THIS SHEET
FOR ADS RECOMMENDEDU 12"CMP
CONNECTION TO CMP 92.25---/
3" MIN CLEARANCE 1.00' 92.25
r�
REMOVABLE �-24" MIN.-
11
WATERTIGHT --91.25
COUPLING
2.00'
PLATE WITH
ORIFICE AS
SPECIFIED
ELBOW DETAIL
NOTE CUT HOLE 0.75 INCH DIA
ALL STEEL PARTS AND IN 12 GAUGE PLATE AND
SURFACES MUST BE WELD TO CMP.
GALVANIZED AND COATED HOLE TO BE SHARP -
WITH ASPHALT (TREATMENT 1) EDGED, SHOP DRILLED.
OR BETTER.
RESTRICTOR MANHOLE CB-2
N. T S.
TYPE 11 CATCH BASIN
54-INCH DIAMETER
(JOINT LOCATION VARIES)
SIX EVENLY SPACED HOLES
ON 10 3/4" BOLT CIRCLE FOR
BOLTING TO FLANGE CONNECTION
9
0
FRONT
BUILDING FOOTING DRAIN NOTE.
ELEVATION OF FOOTING DRAINS
AROUND BUILDING = 94.0
HANDLE WITH LOCK PIN
ADJUSTABLE LOCI
-0-WITH LOCK SCRE
1 " ROD OR TUBI�
-VARIABLE LENGTH
LIFT HANDLE
0
0
0
SIDE MAXIMUM OPENING OF GATE
WSDOT/APWA PLAN B-3
LIFT HANDLE SHALL BE ATTACHED PER
MANUFACTURER'S RECOMMENDATIONS.
CLEANOUT/SHEAR GATE
NOT TO SCALE
CHECK VAL VE
BALL VALVE IN
VALVE BOX
18" MIN
GROUND ELEVARON=97
TO NEMA 4X PANEL
E
P
2' SCH 40 - PVC-- SUMP PUMP
AUTOMA71C MODEL SW33
HYDROMA77C 1/3 HP
OR EQUIVALENT
"OMPACTED
4ATIVE MATERIAL
)R APPROVED
7ILL AS REQUIRED
DIA. DETENTION PIPE
RENCH FILLED WITH
... /4" TO 1
1
2" WASHED
GRAVEL OR PEA GRAVEL
2' ... . . . "
/
I_'-*-'-'- - - -'- ..
.................
11E.-tH4�.11 III
6"
4'
DETENTION PIPE BEDDING DETAIL
N. T S.
PLASTIC OR CAST IRON GRATE
0.1,
14* MIN
12' TO 18* N-12 OR RCP PIPE
- ....
42" MAX
NOTE:
"', 4
4" TO 6
15" CORE -DRILL HOLES
GROUT PI
FOR YARD BASINS
NTH MULTIPLE
T
. :
CONNECTIONS
"A
YA RD BASIN DETAIL
N. T. S.
QUICK RELEASE UNION
CHAIN OR Pay ROPE PER
MANUFACTURER'S RECOMMENDA77ONS
-1" PVC
SCH 40
CONDUIT FOR POWER
6 PVC -IN
-------
U IE=91.0
FLOA T-ADJUST FOR.
ON EL=90.5 BOTTOM OF C6=89.0
OFF EL=89.5 PUMP BASIN
TYPE I-L CB
ELEVATOR SHAFT FOOTING
DRAIN PUMP DETAIL
N. T. S.
18-
ASPHAL T THICKENED EDGE
N. T S.
CEMENT CONCRETE
VALLEY GUTTER
z�T ROAD
�_24
CONCRETE VALLEY GUTTER
/""8
N. T. S.
" PVC PIPE
PE TO BASIN
ACCEPTABLE TIGHTLINE
MATERIAL
SDR 35
SCH 40
N- 12
FA10 HANCON
1. CATCHBASINS TO BE CONSTRUCTED IN
ACCORDANCE WITH ASTM C 478 (AASHT0 M
199) & ASTM C 890 UNLESS OTHERWISE SHOWN
ON PLANS OR N07ED IN THE WSDOT / APW4
SPECIRCARONS.
2. REINFORCING SHALL BE EQUIVALENT TO
WELDED WIRE FABRIC HAVING A MINIMUM AREA
OF 0. 12 SQUARE INCHES PER FOOT. WELDED
WIRE FABRIC SHALL COMPLY TO ASTM A 497
(MSHTO M221). WIRE FABRIC SHALL NOT BE
PLACED IN THE KNOCKOUTS.
3. THE BOTTOM OF THE PRECAST BASE
SECTION MAY BE ROUNDED.
4. PRECAST BASES SHALL BE FURNISHED
WITH CUTOUTS OR KNOCKOUTS. KNOCKOUTS
SHALL HAVE A WALL THICKNESS OF 2"
MINIMUM.
5. KNOCKOUTS MAY BE ON ALL 4 SIDES
WITH MAXIMUM DIAMETER OF 20'
KNOCKOUTS MAY BE EITHER ROUND OR
SHAPED. PIPE TO BE INSTALLED IN FACTORY
SUPPLIED KNOCKOUTS.
6. KNOCKOUT OR CUTOUT HOLE SIZE IS
EQUAL TO PIPE OUTER DIAMETER PLUS
CONCRETE INLET WALL THICKNESS.
7. THE TAPER ON THE SIDES OF THE
PRECAST BASE SECT70N AND RISER SEC77ON
PER FF.
SHALL NOT EXCEED 112
8. CONCRETE INLET' FRAME AND GRATE
SHALL BE IN ACCORDANCE WITH THE WSDOT
APW4 SPECIFICATIONS AND MEET THE
STRENGTH REQUIREMENTS OF FEDERAL
SPECIFICAT70N RR-F-621D. MATING
SURFACES SHALL BE FINISHED TO ASSURE
NON -ROCKING FIT.
9. FRAME AND GRATE MAY BE
INSTALLED WITH FLANGE DOWN OR CAST
INTO RISER.
SEE TEXT SECTION 5-06
WSDOT APW4 PLAN 1 -A
101, 6" MIN.
NOTES:
1. EXTRUDED CEMENT CONCRETE CURB SHALL BE BOND�-�, -0
THE PAVEMENT NTH TACK COAT OR SLURRY MIX17JRL
ADHESIVE.
2 JOINTS IN EXIRUDED CEMENT CONCRETE CURB SHALL BE
CUT VER77CALLY AT 10 FOOT INIERVALS TO A MINIMUM
DEP7H OF 5 INCHES. SAWED CUTS SHALL BE 118 INCH
MINIMUM WD 7H.
EXTRUDED CURB DETAIL
FOOTI G DRAINS NOT
TO BE TIED INTO
SYSTEM
N. T S.
LOCKING FRAME AND GRATE (SEE
SID DWG 5-180 FOR DETAILS)
2X4"X8' SOLID BRICK USED
FOR FINAL ADJUSTMENT TO
GR4DE. 6" HIGH MAX.
\1
I\\x"
'A�
6' OR 12" CONCRETE RISER
SECTION CLASS 4000
CONCRETE
0_2
7 7
PRECAST BASE SEC17ON
(MEASUREMENT AT THE TOP OF
THE BASE)
L
4" MIN
CA TCH BASIN TYPE 1 DETAIL
-------
N. T. S.
2" MIN AC PVMT
2" CSTC
4"-1 -1 /4"CSBC
PAVEMENT DETAIL
N.TS.
ym-
NO-T "0 a61%0 '*2,70 C"55 57tz0P5--
CB J2 DE7EN770N VOLUME REQUIRED. 5J9.79 CF
INSTALL 1" PI/C OR
DETEN77ON VOLUME PROVIDED. 558.72 CF METAL PIPE AS
APPROPRIA 7E TO
PREVENT UPSTTEAM
100- YR "AIR -LOCK"
EL=95.09 MAINTAIN 2' MINIMUM
CO VER 0 VER
DE7EN7ION PIPE.
DETEN77ON PIPE
67 LF - 3 DIA.
J6" X 24" J6" X 24"
REDUCER DETENTION PIPE PROFILE REDUCER
NOT OT SCALE
�PPROVED FOR CONS7RUC
DA 7E
REZ # DESCRLPTION DATE
Revise orifices sizes, Add Side Sewer Inverts and CO's, Move Fire Service Lines. 9-17-07
PREPARED BY.-
2
gAW
DONNA L. BRESKE, P.E.
A 4
4
BOUNDARY AND TOPOGRAPHIC SURVEY INFORMATION 6621 FOSTER SLOUGH RD.
SURVEYED BY- C & C SURVEYING, CONTACT- JOHN J (JACK) HOLMES
5 'A'
SNOHOMISH
WA 98290
/41,
V\\ 0�, z- 27367
VERTICAL DATUM & ASSUMED 100.00 ON EAST BONNET BOLT OF FIRE HYDRANT ON UT= CONFLICT NOTE.
GI's 1,
-9980
THE CONTRACTOR SHALL BE RESPONSIBIE FOR VERIFYIAG THE LOCA710N, DIMENSION AND DEPTH OF ALL EXIS77NG U77LI77ES WHETHER PHONE: (425) 334
BASIS OF BEARING: NORTH SIDE OF DALEY STREET, 30' +/- WEST OF PARCEL,
SHOW ON 7HESE PLANS OR NOT, BY P07HOLING 7HE U77LI77ES AND SURVEnNG IHE HORIZONTAL AND VER77CAL LOCA77ONS PRIOR TO
BETWEEN LETTERS "ALA" (SOUTH) AND "S.R." (NORTH) FAX: (425) 334-7380
CONSTRUCTION. 7HIS SHALL INCLUDE CALLING UTILITY 'LOCATE AT 1-800-424-5555 AND THEN POTHOLING ALL OF 7HE EXIS71NG
UIILIIIES AT IHEIR LOCAIIONS OF NEW U77LITY CROSSNGS TO PHYSICALLY VERIFY WHETHER OR NOT CONFLICTS EXIST LOCA77ON OF
SAID UTILITIES AS SHOKN ON THESE PLANS ARE BASED UPON THE UNVERIFIED PUBLIC INFORMA77ON AND ARE SUBJECT TO VARIA770N.
CB 11
S17E ADDRESS
636 DALEY STREET
EDMONDS, W4. 98020
ROAD, DRAINALGE7., SEWER & WATER PLAN
RECEI ED
FOR
SEP 18 007
DALEY STREET RESIDENCES
BUILDING EPT.
TAX ID's: 004J4210101200
PFN:
DEVELOPER. Goodnight Brothers Construction Co., Inc., PO Box 669 Edmonds, 14A. 98020
SCALE. I "-- 20' ISSUE DA TE. 6-5-07 SHT NO. 2 OF 3
SW 114., SEC. 24, T.27 N., R.03 E, W.M.
END, GATE� OR CORNER POST
Z_TOP RAIL
FABRIC BAND
TRUST ROD
TWISTED AND
BARBED SELVAGE
TOP HINGE — I
(180- SKING)\ I
WOOD OR
PLASTIC
SLIA Ts.
12" ROUND SECTION
CONCRETE CLASS C
(TYPICAL)
I BRACE POSTS
LINE POST
10'
C11
In
B 'TOM HINGE
07
(180 SMNG) -
DUMPSTER ENCLOSURE FENCE DETAIL
i - 3 112'
END CORNER AND PULL POST
1 518-
9116-
x x 314"
114" RADY TYP.
— FENCE LINE
-'d
LINE POS
co
�co
W/ "N F/ T, 75
\127x
3'
> TYPES 1 & 3
RAIL & BRACE
�araaqe/recyele collection area/enclosure
i. to and kwatlon approved by.
Recyc0h; Coo
DETAIL IS APPLICABLE FOR JOINING ADS N-12 TO CMP UNDER SHALLOW COVER,
LESS THAN 6' DEEP AND NO LIVE LOADING
EX GRADE
INTERNAL CYLINDER
ADS N-12 TO SPIGOT ADAPTER —
BE CONNECTED----\
FINAL GRADE
EX CMP PIPE
' PIPE
TED IN -SUCH A MANNER- TO-PR13VIDE A SAFE WORK AREA.
1. EXISTING GRADE TO_BE-EXCAVA
2. INTERNAL CYLINDER ADAPTER TO BE WELDED TO ADS N-12, OUTSIDE_bIAMETER___—
TO BE INSERTED INTO INSIDE DIAMETER OF CMP PIPE,
3, AREA UNDER CONNECTION MUST BE OVEREXCAVATED TO ALLOW AMPLE WORK AREA
TO WRAP NON -WOVEN GEOTEXTILE,
4. NON -WOVEN GEOTEXTILE TO BE WRAPPED AROUND CONNECTION WITH FULL SEAM OVERLAP
TO PROVIDE FULL PROTECTION FROM SOIL INTRUSION,
5. CONNECTION AND PIPE TO BE BACKFILLED PER ASTM D2321.
6. LIEU OF AN INTERNAL CYLINDER, AN ADS WATERTIGHT REPAIR COUPLER CAN BE USED
TO CONNECT ADS N-12 TO CMP,
7. INTERNAL CYLINDER ADAPTER IS NOT RECOMMENDED FOR DOWNSTREAM CONNECTIONS.
AOS STANDARD DETAILS DISCLAIMER: 7ADVANCED DRAINAGE SYSTEMS, INC. ("ADSI HAS PREPARED THIS
STANDARD DErA1L TO DEMONSTRATE ADS' RECOMMENDED INSTALLA71ON OF ITS PRODUCTS FOR THE DEPICTE
APPUCATION. IN ADDITION TO ADS' RECOMMENDATIONS, THERE MAY BE OTHER NATIONAL, STATE OR LOCAL�
SPECIFICATIONS THAT ARE PERTINENT TO THIS APPLICATION. ADS' STANDARD DETAIL IS NOT INTENDED TO
SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS, AND ADS RECOMMENDS THAT THOSE
REQUIREMENTS BE REVIEWED AND CONSULTED PRIOR TO THE INSTALLATION OF ADS' PRODUCTS. ADS HAS
NOT AUTHORIZED, AND IT BEARS NO RESPONSIBIL1TY FOR, ANY REVISIONS, ALTERATIONS OR DEVIATIONS FROM
THIS STANDARD DETAIL."
COUPLING CONNECTION — CMP TO ADS
ADS — ADVANCED DRAINAGE SYSTEMS INC STD 604
REV DESCRIPTION DATE
I Revise width of fence gate from 14' to 10, Remove Valve Cluster Detail 9-17-07-
2
3
4
5
UTILITY CONFMCT NOTE:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIF)ING 7HE LOCATION, DIMENSION AND DEPTH OF ALL EXIS77NG U71LI77ES METHER
SHOW ON THESE PLANS OR NOT, BY POTHOLING THE UTLI77ES AND SURVEnNG THE HORIZONTAL AND VER77CAL LOCA77ONS PRIOR To
CONSTRUCTION. THIS SHALL INCLUDE CALLING U77LITY LOC47E AT 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXIS77NG
U77U71ES AT THEIR LOCA77ONS OF NEW U77LITY CROSSINGS To PHYSICALLY VERIFY WETHER OR NOT CONFLICTS EXIST LOCA71ON OF
SAID U77LI77ES AS SHO ON ESE P NS ARE BASED ON E UN R
W TH LA LP TH VE IFIED PUBLIC INFORIWA77ON AND ARE SUBJECT TO VARIA770N.
o 27367
<�,g
041A L
APPROVED FOR CONSTRUCTION
PREPARED BY.
DONNA L. BREEKE, P.E.
6621 FOSTER SLOUGH RD.
SNOHOMISH, W� 98290 PHO
(425) 334-9980
FAX: (425) 33477380
I/Z,97
DATE
SITE ADDRESS
636 DALEY STREET
EDMONDS, WA. 98020
DETAILS
A Z-1
FOR
DAT L7Y
.Lj1..:1 STREET RESIDENCES
TAX ID's: 00434210101200 PFN.
DEVELOPER. Goodnight Brothers Construction Co., Inc., PO Box 669 Edmonds, WA. 98020
RECEI ED
SEP 18 2007
E
BUILDING[ PT.
SCALE. 1 "-- 20' 1 ISSUE DATE. 6-5-07 1 SET NO. 3 OF 3
10'
C11
In
B 'TOM HINGE
07
(180 SMNG) -
DUMPSTER ENCLOSURE FENCE DETAIL
i - 3 112'
END CORNER AND PULL POST
1 518-
9116-
x x 314"
114" RADY TYP.
— FENCE LINE
-'d
LINE POS
co
�co
W/ "N F/ T, 75
\127x
3'
> TYPES 1 & 3
RAIL & BRACE
�araaqe/recyele collection area/enclosure
i. to and kwatlon approved by.
Recyc0h; Coo
DETAIL IS APPLICABLE FOR JOINING ADS N-12 TO CMP UNDER SHALLOW COVER,
LESS THAN 6' DEEP AND NO LIVE LOADING
EX GRADE
INTERNAL CYLINDER
ADS N-12 TO SPIGOT ADAPTER —
BE CONNECTED----\
FINAL GRADE
EX CMP PIPE
' PIPE
TED IN -SUCH A MANNER- TO-PR13VIDE A SAFE WORK AREA.
1. EXISTING GRADE TO_BE-EXCAVA
2. INTERNAL CYLINDER ADAPTER TO BE WELDED TO ADS N-12, OUTSIDE_bIAMETER___—
TO BE INSERTED INTO INSIDE DIAMETER OF CMP PIPE,
3, AREA UNDER CONNECTION MUST BE OVEREXCAVATED TO ALLOW AMPLE WORK AREA
TO WRAP NON -WOVEN GEOTEXTILE,
4. NON -WOVEN GEOTEXTILE TO BE WRAPPED AROUND CONNECTION WITH FULL SEAM OVERLAP
TO PROVIDE FULL PROTECTION FROM SOIL INTRUSION,
5. CONNECTION AND PIPE TO BE BACKFILLED PER ASTM D2321.
6. LIEU OF AN INTERNAL CYLINDER, AN ADS WATERTIGHT REPAIR COUPLER CAN BE USED
TO CONNECT ADS N-12 TO CMP,
7. INTERNAL CYLINDER ADAPTER IS NOT RECOMMENDED FOR DOWNSTREAM CONNECTIONS.
AOS STANDARD DETAILS DISCLAIMER: 7ADVANCED DRAINAGE SYSTEMS, INC. ("ADSI HAS PREPARED THIS
STANDARD DErA1L TO DEMONSTRATE ADS' RECOMMENDED INSTALLA71ON OF ITS PRODUCTS FOR THE DEPICTE
APPUCATION. IN ADDITION TO ADS' RECOMMENDATIONS, THERE MAY BE OTHER NATIONAL, STATE OR LOCAL�
SPECIFICATIONS THAT ARE PERTINENT TO THIS APPLICATION. ADS' STANDARD DETAIL IS NOT INTENDED TO
SUPERSEDE ANY NATIONAL, STATE OR LOCAL SPECIFICATIONS, AND ADS RECOMMENDS THAT THOSE
REQUIREMENTS BE REVIEWED AND CONSULTED PRIOR TO THE INSTALLATION OF ADS' PRODUCTS. ADS HAS
NOT AUTHORIZED, AND IT BEARS NO RESPONSIBIL1TY FOR, ANY REVISIONS, ALTERATIONS OR DEVIATIONS FROM
THIS STANDARD DETAIL."
COUPLING CONNECTION — CMP TO ADS
ADS — ADVANCED DRAINAGE SYSTEMS INC STD 604
REV DESCRIPTION DATE
I Revise width of fence gate from 14' to 10, Remove Valve Cluster Detail 9-17-07-
2
3
4
5
UTILITY CONFMCT NOTE:
THE CONTRACTOR SHALL BE RESPONSIBLE FOR VERIF)ING 7HE LOCATION, DIMENSION AND DEPTH OF ALL EXIS77NG U71LI77ES METHER
SHOW ON THESE PLANS OR NOT, BY POTHOLING THE UTLI77ES AND SURVEnNG THE HORIZONTAL AND VER77CAL LOCA77ONS PRIOR To
CONSTRUCTION. THIS SHALL INCLUDE CALLING U77LITY LOC47E AT 1-800-424-5555 AND THEN POTHOLING ALL OF THE EXIS77NG
U77U71ES AT THEIR LOCA77ONS OF NEW U77LITY CROSSINGS To PHYSICALLY VERIFY WETHER OR NOT CONFLICTS EXIST LOCA71ON OF
SAID U77LI77ES AS SHO ON ESE P NS ARE BASED ON E UN R
W TH LA LP TH VE IFIED PUBLIC INFORIWA77ON AND ARE SUBJECT TO VARIA770N.
o 27367
<�,g
041A L
APPROVED FOR CONSTRUCTION
PREPARED BY.
DONNA L. BREEKE, P.E.
6621 FOSTER SLOUGH RD.
SNOHOMISH, W� 98290 PHO
(425) 334-9980
FAX: (425) 33477380
I/Z,97
DATE
SITE ADDRESS
636 DALEY STREET
EDMONDS, WA. 98020
DETAILS
A Z-1
FOR
DAT L7Y
.Lj1..:1 STREET RESIDENCES
TAX ID's: 00434210101200 PFN.
DEVELOPER. Goodnight Brothers Construction Co., Inc., PO Box 669 Edmonds, WA. 98020
RECEI ED
SEP 18 2007
E
BUILDING[ PT.
SCALE. 1 "-- 20' 1 ISSUE DATE. 6-5-07 1 SET NO. 3 OF 3
RECEIVED
SEP 18 24767
BUILDING DEPT,
T E
STREE i
D/� L Y -S
LATIN NAME
COMMONNAME
CITY.
SIZE
EES & SHRUBS
kgo biloba 'Princeton Sentry'
Princeton Sentry Maidenhair Tre
-e
13/4" cal.
(per Edmonds Street Tree Plan)
,hsia magelicinica
Hardy Fuchsia
5
181, tail --
)ressus arizc Blue Ice!
Blue Ice Arizona Cypress
1
6' tall
zinium ovaturn
Asya ternata:
Evergreen Huckleberry
Mexican Orange
2
1
__Lqal.
18" tall
'cococca ruscifolia
Sweetbox
5
18" tall
3nothus thryqiflorus 'Victoria'
California Lilac
I
18" tall
)hne mezereum
February Daphne
6
181, tail
-beris thunbe(qii 'Crimson Pygmy'
Crimson Pygmy Barberry
11
1 gal.
thra alnifolia.Hummingbircif
Dwarf Clethra
Sasanqua Camellia
6
2
1 gal.
181, tall
nellia sasan4ua-any white cultivar
(us sempervirens 'Graham Blandy'
Graham Blandy Boxwood
3
181, tall
�r circinatum: OR
Vine Maple
2
8! tall
kcer palmatum 'Emperor One!
Emperor One Japanese Maple
2
1 I/Z'cal.
he!9illagardenii
Dwarf Fothqggilla
4
181, tall
)nymus japonicus 'Greens ire'
Greenspire Euonymus
13
181, tall
1p_jbpq_plr,a!Prelude'
)dodendron:yakushimanum 'Yaku Princess!
OJa grandiflora 'Edward Goucher
Prelude Dwarf Pleris
Yaku Princess Rhododendron
Edward Goucher Abelia
13
9
2
1 gal.
1 gal.
181, tall
istrum japonicurn 'Texanum'
imaecyparis'obtusa'Gracilis'OR
nootkatensis'Pendula7
Glossy Privet
Slender Hinoki Cypress
Weeping Yellow Alaska Cedar
3
2
3
1 W tail
6'tall
6'tall
creneta'Sky Pencil'
Sky Pencil Japanese Holly
Blue Star Juniper
Silver Pink Rockrose
6
8
6.
18" tall-
1 gal.
1-gal.
1perus squarhata'Blue Star
�Ms 'Silver Pink'
)eanomala::
:
4
1 gal,
DUNDCOVERS AND VINES
—
matis x cartry)anii IBLAAVAU.
Clematis Avalanche
I gal.
Lnymus fortuneiKewensis!
Wintercreeper Euonymus
22
1.9al.
pria chiloensis
Sand Strawberry
12
411
rentia fluvatills
Blue S---- Creeper
2 flats
411
RECEIVED
JUN 2 61bd/
UA
REET FILE BUILDINGDEPT,
Iv
RECEIVED
J U N 2 6 2007
BUILDING DEPT
S; � T R 11E E-- T XF I L E
Zone Comer Flag,
Setbacks
Requi Actual
Front
Sides
/4P
Rear
Other
Height
02000Edition IRC -wAVAC Amendments
JB20100&dition IBC wfWAC Ammdments
E020�,f Edition UPCwAV
AC An=dments
axid Apperdices A, B, Q I
01-2001,Ed ht on TMC -AAVAC Amendments
0200$'Edifion WGIC wAVAC Anmxhnmrts
020�)§,Editiop 1FC wfWAC Ammulments
��20624&Rion VIAQ WAC 51-13
a qr.z1i:t,1,an.WSECWAC51-11
ACCESSIBLE AISLE
ACCESSIBLE PARKING SPACE
4" WIDE STRIPING
(WHITE), (2) COATS
TYPICAL
Accessible Aisle Pain
L HEIGHT BENCHMARK:
THIS HYDRANT IS THE BENCHMARK
DATUM USED FOR BUILDING HEIGHT
CALCULATIONS
SITE ADDRESS
PROJECT DESCR!PTION-
636 DALEY STREET
TO DEMOLISH AN EXISTING SINGLE-FAMILY RESIDENCE
EDMONDS, WA 98020
AND CONSTRUCT AN 8 UNIT RESIDENTIAL BUILDING WITH
PARKING. THE BUILDING WILL BE TYPE V WOOD FRAME
ASSESSORS NUMBE
CONSTRUCTION (R-2 OCCUPANCY GROUP) AND WILL
00434210101200
HAVE THREE STORIES.
LEGAL DESCRIPTIO
BUILDING �AR6_A CALCULATIONS
LOTS 12 THOUGH 15, INCLUSIVE, BLOCK 101,
0
LEVEL 1: 5938 S.F. (302-3/R-2 & 2915/U)
CITY OF EDMONDS, ACCORDING 0 THE PLAT
LEVEL 2: 5970 S.F.
THEREOF, RECORDED IN VOLUME 2.4:,OF PLATS,
V 5 S
LEVEL 3: 5970 S.F.
PAGE 39, RECORDS OF SNOHOMISH COUNTY,
TOTAL 17.878 S.F.
WASHINGTON. SITUATE IN THE COUNT-Y OF
SNOHOMISH, STATE OF WASHINGTON.
UNIT AREA CALCULATION
UNIT UNIT AREA UNIT GARAG DECK
(FROM DEED OF TRUST, AF #200306,271686,
1 959 S.F. 222 S.F. 0 S. F.
RECORDS OF SNOHOMISH COUNTY,
2 998 S.F. 272 S.F. 0 S. F.
WASHINGTON.)
3 1670 S.F. 382 S.F. 62 S.F.
4 1850 S.F. 396 S.F. 100 S.F.
CONTAINS '13,193.5 SQ FT (0.30 AC.-),
5 1608 S.F. 400 S.F. 84 S.F.
6 1646 S.F. 384 S.F. 67 S.F.
PROJECT OWNE :
7 1852 S.F. 393 S.F. 100 S.F.
GOODNIGHT BROTHERS CONSTRU(DTION, INC.
8 1599 S.F. 409 S.F. 84 S.E
P.O. BOX 689, EDMONDS, WA 98020i::,:
Total 12,182 S.F. 2858 S.F. 497 S.F.
CONTACT: BRUCE GOODNIGHT 425-24-4-5503
(THE CALCULATIONS ABOVE DO NOT INCLUDE CORRIDORS,
ELEVATOR, OR STAIRS)
PROJECT ZONING:
RM-1.5 EXISTING & PROPOSED
CCUPAN
_CY GROUPS
VERTICAL DATUM
GROUP U. 2915 S.F.
VERTICAL DATUM AND SITE BENCHMARK
GROUP R-2- 14,963 S.F. (INCLUDES CORRIDORS, STAIRS, DECKS)
ASSUMED 100-00 ON EAST BONNET BOLT OF
TOTAL AREA: 17,873 S.F.
FIRE HYDRANT ON NORTH SIDE OF DALEY
STREET, 30' +/- WEST OF PARCEL, BETWEEN
OCCUPANCT LOAD CALCULATIONS
LETTERS "ALA" (SOUTH) AND "S.R." (NORTH)
LEVEL 1:
GROUP U (1 PER 200 S.F.) = 15
LOT AREA
GROUP R-2: (1 PER 200 S.F.) = 15
13,193 S.F.
LEVEL 2:
GROUP R-2: (1 PER 200 S.F.) = 30
LOT COVERAG
LEVEL 3:
13,193 S.F. (45%=5937 S.F. MAX LOT
GROUP R-2: (1 PER 200 S.F.) = 30
COVERAGE ALLOWED)
TOTAL BUILDING OCCUPANT LOAD = 9
5934 S.F. ACTUAL LOT COVERAGE (44.93% LOT
COVERAGE)
379 L.F. IS THE BUILDING PERIMETER LENGTH.
PARKING REQUIRED
154 LF. OF THIS PERIMETER FACES THE PUBLIC
UNIT 1 (1 BEDROOM): 1.5 SPACES REQ.
STREET,
UNIT 2 (1 BEDROOM): 1.5 SPACES REQ.
UNIT 3 (2 BEDROOM):, 1.8 SPAPES REQ,
LOT SLOPE
UNIT 4 (2 BEDROOM): 1.8 SPACES' REQ
LOT'S H I G H POINT IS AT .1.01.4",0 NORTHEAST
UNIT 5 (2 BEDROOM): 1.8 SPACES REQ'
CORNER. I I
LOT'S LOW POINT IS AT 9 6.7 1 � i
UNIT 6 (2 BEDROOM): 1.8 SPACES REQ.
,
HORIZONTAL DISTANCE IS 162.75'
UNIT 7 (2 BEDROOM): 1.8 SPACES REQ.
SLOPE IS 2.8%
UNIT 8 (2 BEDROOM): 1.8 SPACES REQ
TOTAL SPACES REQ'D.: 13.8
IMPERVIOUS SURFACE CALC2
PARKING PROVIDED 15 (14 FULL SIZE PLUS ONE
6447 S.F. BUILDING FOOTPRINT IN/ ROOF
ACCESSIBLE SPACE) ions
OUTLINE
er 100.75
er 99.0
4173 S.F. DRIVEWAYS, WALKWAYS, PATIOS
ier 99.5
10,620 S.F. TOTAL IMPERVIOUS SURFACE AREA
SITE DESIGN er 1=
WIND EXPOSURE B 80 M.P.H. 400.25
HEIGHT CALCULATIONS
ide 100.06
SEISMIC ZONE 3
CORNER A 99.5'
SNOW LOADS 25 PSF
CORNER B 10 1.0'
DESIGN LOADS PER 2003 IBC
SOIL BEARING CAPACITY PER SOILS REPORT
CORNER C 100.75'
CORNER D 99.0'
SITE LIGHTING
400.25' Z 4 100.06' AVERAGE
REFER TO THE SITE PLAN FOR LOCATION OF EXTERIOR
GRADE
LIGHT FIXTURES.
ALL LIGHT FIXTURES SHALL BE CRAFTSMAN (RESIDENTIAL
100.06.'(100'0-3/4") AVERAGE GRADE PLUS
STYLE AND SCALE) LIGHT FIXTURES AND SHALL BE 100
,30.0'= 130.06'(1,30'0-3/4") MAX. BUILDING
WATTS OR LESS.
HEIGHT
ALL EXTERIOR LIGHT FIXTURES SHALL BE ON A COMMON
"HOUSE" CIRCUIT.
129.91'(129'-11") ACTUAL BUILDING HEIGHT
PUSLIC SIDEWALKS AND DRIVEWA
E11j:'-, CLTIS St�IALL BE
Cb, STRUCTED PER CITY OF
EDMONDS ENGINEERING
ACCESSIBLE ENTRY WALK: j
24 WIDE DRIVEWAY 4- CONIC. SLAB (5%
D A SLOPE MAX)
;�41ALT DRIVEWAY AN
CONCRETE CURBS
FLUSH W1 ENTRY
LINE OF EXISTING HOUSE TO
6t'- DEMOLISHED
.11Z4 z
A
Afl/v
HATCHED JAREA
SHOWS PORTIO OF SLAB
''�LEV. 97.5'
WAH MTIJ. SITE LIGHT FIXTU�
SEE SITE L G NOTES -
NE
CB
IFIA! � I
170
lip,
4r:�"6blNIC SLAB 0 DOOR--)
6.
0YP
& ENTRY AT
"kSSIBLE
T-R,'A'NqE �j
IF
-- ----- --------------
AP 111A
Rol
MWIMANI "M �'WA
SWAMANAL
p AM
M
PAIR
1�0=1111=1 WIN
NA
124,
NA
INS
I
W21
DRIVEWAY AND
TASPHALT
CONCRETE CURBS
BOLLARD 0
�STEEL
-
Ln:
17'-6"
A
SITE PLAN
SCALE 112 = 101-011 NORTH
t
PAINT SYMBOL
w/ 4" WHITE
PAINT (TWO COATS)
MAXIMUM 1:48
SLOPE IN ANY
DIRECTION FOR
PARKING STALL
AND ACCESS
AISLE
Accessible Parking Stall Svmbol
BOLT TO WALL OR POST
TYP �2) PLACES EA SIGN
CENT R SIGN 5'
MIN -ABOVE FIN. GRADE
ON POST
BLUE PAINT
WHITE PAINT
Accessible Parking Sign
APPRUVEDAS NOTED
BY ENGINEERING
1017A
POVZ -TO CISI I L -X>Wl6i�S
��CENTER OF RIGHT-OF-WAY
DALEY STREET ACCESSIBLE ENTRY:
8CC ESSIE E EN RY*
T AN ACC ESSIBLE
IFFERENCES IN
17 T
L T
ENTRY #11 IS NOT AN ACCESSIBLE
I
ENTRY DUE TO DIFFERENCES IN
FEXISTING JSIDEWALK GRADE ELEVATION
1, 00 L 10 0
AND FINI. SH FLOOR ELEVATION
ENTRY #2 IS AN ACCESSIBLE ENTRY. 0
PLANTING STRIP
CONC. SIDEWALK \--EXISTING POWER POLE
REFER TO LANDSCAPING PLAN
89'59'55" E 119.98' FOR ALL SITE PLANTING
36 DALEY STREET LOCATIONS AND PLANT TYPES
(2 SETS) 6.5"
-----PROJECT SIGN
0 RISERS (12" EXISTING 6" PINE
I TREADS)
2,V' HIGH STONE WALLS TO BE REMOVED (36" HIGH WOOD STONE
AROUND PATIOS 0 4' WIDE CONCRETE
W/ LIGHT)
UNIT #1 PATIO ENTRY WALKWAY
LIGHTz7 (5% SLOPE MAX.)�
Lo �_-15' MIN. FRONT SETBACK
J '�n im, B
j F-7 UO-M I M
CRAFTSMAN STYLE LIGHT
S
FIXTURE ON 36" H WOOD
u REFER TO CIVIL ENGINEERS SITE
/Z POST / BOLLARD I o PLAN FOR ALL UTILITY, SITE
THIS HATCHED AREA SHOWS PORTION OF
SLAB AT ELEV. 97.0- (SLABS IN
GARAGES TO SLOPE TO EXTERIOR. SEE
LEVEL 1 PLAN)
rl
WALL MTD. SITE LIGHT FIXTURE
ASPHALT DRIVEWAY AND
CONCRETE CURBS (TYP)
DRIVEWAY ENTRANCE SHALL HAVE THE
STANDARD RESIDENTIAL TYPE PER CITY
STANDARDS 35'-71"
S 89*59'59" E 119.98
ASPHALT/GRAVEL ALLEY
24" HIGH STONE
DRAINAGE, AND GRADING
WALLS AROUND
INFORMATION. CONFIRM ALL
PA110S PATIO
GRADING ELEVATIONS W/ CIVIL
UNIT #2 PATIO
ENGINEER'S GRADING PLAN
LIGHT
PRIOR TO ANY SITE WORK.
FA vs�
EXISTING PARKING LOT
DOWNSPOUT LOCATIONS
SHOWN ABOVE ARE
PROPOSED LOCATIONS.
COORDINATE LOCATIONS W1
CIVIL AND STRUCTURAL
FOUNDATION PLANS
-THIS HATCHED AREA
SHOWS PORTION OF
mm,
SLAB AT ELEV. 97.5'
10' MIN. SIDE SETBACK
is -NJ
1155
24" HIGH MASONRY BLOCK
ir"M
RETAINING WALL. REFER TO CIVIL
DRAWINGS
PM., MR
�--CRAFTSMAN STYLE PORCHLIGHT
(SURFACE MOUNTED) @ EXIT
WALKWAY
4 WIDE (4' THICK) CONCRETE
WALKWAY FROM EXIT TO
DRIVEWAY. SLOPE NOT TO
EXCEED 1:20 (5%).
WALL MTD. SITE LIGHT
FIXTURE
C3
z
__J/
35'-
LOWEST FOOTING ELEVATION
94.5'
_DS
DS INDICATES DOWNSPOUT
LOCATIONS (TYP)
-\-TRENCH DRAINS 0
100,
4TRY (TYP)
15' MIN. REAR SETBACK
ASPHALT "RIDGE" TO
Z
KEEP ALLEY STORMWATER
0
OUT OF DRIVEWAYS. SEE
CIVIL DRAWINGS
i V-0" LO
W
EXISTING PARKING LOT
EM
AH EY REPAVING AND
PAVING EXPANSION AREA
;,-CITY
TO
TO BE COORDINATED WITH
OF EDMONDS
r
77,i!
akig
IDEP
DEPA
jA
RESUB I
OCT - 3 2007
BUILDING DEPARTMENT
CITY OF EDMONDS
FIFSUB
6 or
1 y Dwtos
'ROVED, BY PLANNIO
CARL J. COLSON - ARCHITECT PLLC
23623 20th AVENUE W BOTHELL,
WASHINGTON 98021 (425) 806-3703
PROJECT:
Cutters Point
8 Unit Residential Condominiums
636 D�dey Street
Edmonds, WA
98020
CLIENT:
Goodnight Brothers Construction, Inc.
PO Box 669
Edmonds, WA 98020
Is oil[I F11
1-24-2007 Edmonds ADB Submittal
2 6-25-2007 Issued For Permit
9-24-07 Bldg. Permit Rev. #1
NR. DATE REVISION
Permit Drawings & Buildin
Enclosure De
THIS SET OF DRAWINGS IS BEING ISSUED AS A PERMIT SEr AND IS
SUBJECT TO CHANGE AND ADDING OF ADDITIONAL DRAWINGS OR
INFORMATION AS REQUIRED BY REVIEW OF THE EDMONDS BUILDING
DEPARTMENT
DO NOT USE THIS DRAWING FOR CONSTRUCTION UNLESS THIS
DRAWING HAS AN EDMONDS BUILDING DEPARTMENT "APPROVED"
STAMP UPON COMPLETION OF THE PERMIT REVIEW PROCESS.
AUTHORIZED BY OWNER / DEVELOPER.
THIS NOTE APPLIES ONLY TO THE ARCHITECTURAL DRAWINGS
PREPARED BY CARL J. COLSON - ARCHITECT PLLC (A-KA
"ARCHITECT") FOR GOODNIGHT BROTHERS CONSTRUCTION, INC. (A.K.A.
"OWNER/BULDER').
THIS ENTIRE SET OF ARCHITECTURAL DRAWINGS IS PREPARED AS A
PERMIT SET OF DRAWINGS ONLY FOR THE OWNER/BUILDER FOR THIS
PROJECT ONLY. ALL DETAILS AND DRAWINGS SHOWN ARE FOR PERMIT
PURPOSES ONLY AND DO NOT CONSTITUTE THE FULL SET OF DETAILS
REQUIRED TO CONSTRUCT THIS PROJECT.
ALL BUILDING ENCLOSURE ASSEMBLIES, FLASHING, WEATHERPROOFING,
ROOFING, AND WATERPROOFING DETAILS AND CONSTRUCTION OF
THESE DETAIL ASSEMBLIES ARE THE FULL AND COMPLETE
RESPONSIBILITY OF THE BUILDING ENCLOSURE DESIGN CONSULTANT
(A.K.A. "B.E.D.C.") THAT THE OWNER/BUILDER HAS CONTRACTED WITH
AND THESE DETAILS SHALL BE CONSTRUCTED PER MANUFACTURER
REQUIREMENTS, BUILDING CODE REQUIREMENTS, AND ACCEPTED
INDUSTRY STANDARDS FOR PERFORMANCE. THE OWNER/BUILDER
SHALL BE RESPONSIBLE FOR DEVELOPING CONSTRUCTION DETAILS
NECESSARY TO CONSTRUCT A WEATHERTIGHT, DURABLE BUILDING.
THE ARCHITECT SHALL NOT BE LIABLE FOR THE DESIGN, DRAWING, OR
INSPECTION OF ANY BUILDING ENCLOSURE ASSEMBLIES, FLASHING OR
WATERPROOFING DETAILS THAT THE "B.E.D.C." OR OWNER HAS
DESIGNED, DEVELOPED, OR INSTALLED.
THE ARCHITECT HAS NOT BEEN CONTRACTED TO PERFORM
CONSTRUCTION ADMINISTRATION SERVICES OR CONSTRUCTION
OBSERVATION SERVICES FOR THIS PROJECT AND 13 NOT LIABLE OR
RESPONSIBLE FOR DETERMINING ADEQUACY OF CONSTRUCTION OF
BUILDING ENCLOSURE OR DETAILS.
THE OWNER/BUILDER AND -B.E.D.C.- SHALL BE RESPONSIBLE FOR
INSPECTING AND VERIFYING THAT ALL FLASHING, WEATHERPROOFING,
ROOFING, AND WATERPROOFING DETAILS ARE BUILT CORRECTLY AND
MEET OWNER/BUILDEWS AND "B.E.D.C."'S APPROVAL BEFORE BEING
COVERED BY SUBSEQUENT CONSTRUCTION WORK. "B.E.D.C." AND
OWNER/BUILDER SHALL BE RESPONSIBLE FOR ALL BUILDING
ENCLOSURE DESIGN DETAILS SUBMITTAL AND INSPECTION REPORTS AS
REQUIRED BY THE CITY OF EDMONDS BUILDING DEPARTMENT.
*C*O*P*Y*R*I*G*11*T*
THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS
AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CARL J. COLSON
- ARCHITECT PLLC AND ARE SOLELY FOR USE ON THE RESIDENTIAL
PROJECT (CUTTERS POINT) ON 636 DALEY STREET, EDMONDS, WA.
THESE FILES MAY NOT BE USED ON ANY OTHER PROJECTS NOR MAY
THEY BE TRANSMITTED ELECTRONICALLY WITHOUT EXPRESS PERMISSION
OF ARCHITECT.
COPYRIGHT 2007 CARL J. COLSON - ARCHITECT PLLC @
1 o 3
LA
PAINTED SYMBOL
ON STALL PAVING
PAINT SYMBOL
wl 4" WHITE
PAINT (TWO COATS)
MAXIMUM 1:48
SLOPE IN ANY
DIRECTION FOR
PARKING STALL
AND ACCESS
AISLE
I -BOLT TO WALL OR POST
7� TYP (2) PLACES EA SIGN
fUa_490111 SIGN 5'
RESERVED MIN.ABOVE FIN. GRM)91W�vol6r
PARKING ON POST
,,,-BLUE PAINT
.,,-WHITE PAINT
DISABLED PARKING I
PERMIT 8FWIR-m
7=�)
Stall Svmbol Accessible Parking Sign
APPROVEDAS NOTED
BY ENGINEr-r)IN
A
Data:
1ZSV0Z -TO ftAK=90 CtVILS
N'�:CENTER OF RIGHT-OF-WAY
ACCESSIBLE ENTRY:
�E E �NR
L T Y
ENTRY #11 IS NOT AN ACCESSIBLE
ENTRY DUE TO DIFFERENCES IN
EXISTING SIDEWALK GRADE ELEVATION
IS 00 L 10
AND FINISH FLOOR ELEVATION.
0
T Y.
FENTRY #2 IS AN ACCESSIBLE ENTRY.
EXISTING POWER POLE
U # P
HT
C)
DRY
(2 SETS) 6.5"
(2 S S)
RISERS (12"
RISERS 12
EXISTING 6" PINF�'__
E XIST NG 6 P INEL
TREADS)
TREADS)
TO BE REMOVED
� E31E RE ED
T MOV
4' WIDE CONCRETE -
ENTRY WALKWAY
D
5 SLOP M X
% SLOPE MAX.)
B
�'-�CRAFTSMAN
STYLE Lld_H_�Tp
FIXTURE ON 36" H WOOD
POST / BOLLARD
24" HIGH STONE
WALLS AROUND
PATIOS P
A.T.1a
UNIT #2 PATIO
zz -1
LIGHT-------J
WALL MTD. SITE LIGHT-/
FIXTURE
z
35'-8"
wAff
TRENCH DRAINS 0
GARAGE ENTRY (TYP)
ASPHALT "RIDGE" TO
KEEP ALLEY STORMWATER
OUT OF DRIVEWAYS. SEE
CIVIL DRAWINGS
A "A A
ALLEY REPAVING AND
PAVING EXPANSION AREA
TO BE COORDINATED WITH
CITY OF EDMONDS
CARL J. COLSON - ARCHITECT PLLC
23623 20th AVENUE W BOTHELL,
APPROVED By PLANNING
WASHINGTON 98021 (425) 806-3703
PROJECT:
Cutters Point
FPARMNASPAMS RON 16'
FARXINQ SPACES PROpOSE9, I + I
8 Unit Residential Condominiums
636 Daley Street
WRIER FREE PARKING SPACES:
Edmonds, WA
98020
Zone P- tA -I Comer - Flag
�,etbacks RR eauired Actual
Front 0 - 15
Sides E;1
CLIENT:
Goodnight Brothers Construction, Inc.
PO Box 669
Edmonds, WA 98020
ear
Other
Height 11 JF 9'
REFER TO LANDSCAPING PLAN
FOR ALL SITE PLANTING
LOCATIONS AND PLANT TYPES
PROJECT SIGN
(36" HIGH WOOD / STONE
W/ LIGHT)
15' MIN. FRONT SETBACK
M
Off
:D
o REFER TO CIVIL ENGINEERS SITE
cD PLAN FOR ALL UTILITY, SITE
DRAINAGE, AND GRADING
Ln INFORMATION. CONFIRM ALL
X
Lu GRADING ELEVATIONS W/ CIVIL
ENGINEER'S GRADING PLAN
PRIOR TO ANY SITE WORK.
EXISTING PARKING LOT
DOWNSPOUT LOCATIONS
SHOWN ABOVE ARE
PROPOSED LOCATIONS.
COORDINATE LOCATIONS W/
CIVIL AND STRUCTURAL
FOUNDATION PLANS
AND =-LOCATION OF CONCRETE
RETAINING WALL @ EAST
PROPERTY LINE. REFER TO
T
CIVIL DRAWINGS FOR HEIGHT
DETAIL
-THIS HATCHED AREA
SHOWS PORTION OF
SLAB AT ELEV. 97.5'
-10' MIN. SIDE SETBACK
-24" HIGH MASONRY BLOCK
RETAINING WALL. REFER TO CIVIL
DRAWINGS
-CRAFTSMAN STYLE PORCHLIGHT
(SURFACE MOUNTED) 0 EXIT
WALKWAY
F4' WIDE (4" THICK) CONCRETTE
W W OM T To
ALKWAY FROM EXIT TO
DRIVEWAY. SLOPE NOT TO
EXCEED 1:20 (5%).
LOWEST FOOTING ELEVATION
94.5'
-DS INDICATES DOWNSPOUT
LOCATIONS (TYP)
-15' MIN. REAR SETBACK
EXISTING PARKING LOT
- 4
0
�4
J�
SITE ADDRESS
636'DALEY STREET
EDMONDS, WA 98020
ASSESSORS NUMBE
00434210101200
LEGAL DESCRIPTIO
LOTS 12 THOUGH 15, INCLUSIVE, BLOCK 101,
CITY OF EDMONDS, ACCORDING TO THE PLAT
THEREOF, RECORDED IN VOLUME 2 OF PLATS,
PAGE 39, RECORDS OF SNOHOMISH COUNTY,
WASHINGTON. SITUATE IN THE COUNTY OF
SNOHOMISH, STATE OF WASHINGTON.
(FROM DEED OF TRUST, AF #200306/271686,
RECORDS 'OF_-SN(YH-OMISH-C0UNTY,-
WASHINGTON.)
CONTAINS 13,193.5 SQ FT (0.30 AC.)
PROJECT OWNER:
GOODNIGHT BROTHERS CONSTRUCTION, INC.
P.O. BOX 689, EDMONDS, WA 98020
CONTACT: BRUCE GOODNIGHT 425-244-5503
PROJECT ZONING
RM-1.5 EXISTING & PROPOSED
VERTICAL DATUM
VERTICAL DATUM AND SITE BENCHMARK -
ASSUMED 100.00 ON EAST BONNET BOLT OF
FIRE HYDRANT ON NORTH SIDE OF DALEY '
STREET, 30' +/- WEST OF PARCEL, BETWEEN
LETTERS "ALA" (SOUTH) AND "S.R." (NORTH)
13,193 S.F.
LOT COVERAG
13,193 S.F. (45%=5937 S.F. MAX LOT
COVERAGE ALLOWED)
5934 S.F. ACTUAL LOT COVERAGE (44-.93% LOT
COVERAGE)
379 L.F. IS THE BUILDING PERIMETER LENGTH.
154 LF. OF THIS PERIMETER FACES THE PUBLIC
STREET.
LOT SLOPE
LOT'S HIGH POINT IS AT 101.4' (9 NORTHEAST
CORNER.
LOT'S LOW POINT IS AT 96.7'
HORIZONTAL DISTANCE IS 162.75'
SLOPE IS 2.8%
IMPERVIOUS SURFACE CALC'
6447 S.F. BUILDING FOOTPRINT W/ ROOF
OUTLINE
4173 S.F. DRIVEWAYS, WALKWAYS, PATIOS
10,620 S.F. TOTAL IMPERVIOUS SURFACE AREA
HEIGHT CALCULATION
CORNER A 99.5'
CORNER B. 10 1.0'
CORNER C. 100.75'
CORNER D. 99.0'
400.25' 4 = 100.06' AVERAGE
GRADE
100.06.'(100'0-3/4") AVERAGE GRADE PLUS
30.0'= 130.06'(130-0-3/4") MAX. BUILDING
HEIGHT
1 00 01'(1 00'_1 1 "� ArTI I A] mi III r)iNir-, i_JMr`_L_JT
MR
PROJECT DESCRIPTION:
TO DEMOLISH AN EXISTING SINGLE-FAMILY RESIDENCE
AND CONSTRUCT AN 8 UNIT RESIDENTIAL BUILDING WITH
PARKING. THE BUILDING WILL BE TYPE V WOOD FRAME
CONSTRUCTION (R-2 OCCUPANCY GROUP) AND WILL
HAVE THREE STORIES.
BUILDING AREA CALCULATIONS
LEVEL 1: 5938 S.F. (3023/R-2 & 2915/U)
LEVEL 2: 5970 S.F.
LEVEL 3: 5970 S.F.
TOTAL 17,878 S.F.
UNIT AREA CALCULATIONS
UNIT UNIT AREA UNIT GARAGE DECK
1- 959 S.F. 222 S.F. 0 S. F.
2 998 S.F. 272 S.F. 0 S. F.
3 1670 S.F. 382 S.F. 62 S.F.
4 1850 S.F. 396 S.F. 100 S.F.
5 1608 S.F. 400 S.F. 84 S.F.
6 1646 S.F. 384 S.F. 67 S.F.
7 1852 S.F. 393 S.F. 100 S.F.
8 1599 S.F. 409 S.F. 84 S.F.
Total 12,182 S.F. 2858 S.F. 497 S.F.
(THE CALCULATIONS ABOVE DO NOT INCLUDE CORRIDORS,
ELEVATOR, OR STAIRS)
OCCUPANCY GROUPS
GROUP U: 2915 S.F.
GROUP R-2: 14,9 63 S.F (INCLUDES CORRIDORS, STAIRS, DECKS)
TOTAL AREA: 17,878 S.F.
OCCUPANCT LOAD CALCULATIONS
LEVEL 1:
GROUP U (1 PER 200 S.F.) = 15
GROUP R-2: (1 PER 200 S.F.) = 15
LEVEL 2:
GROUP R-2: (1 PER 200 S.F.) = 30
LEVEL 3:
GROUP R-2: (1 PER 200 S.F.) = 30
TOTAL BUILDING OCCUPANT LOAD 9
PARKING REQUIRED:
UNIT 1 (1 BEDROOM): 1.5 SPACES REQ.
UNIT 2 (1 BEDROOM): 1.5 SPACES REQ.
UNIT 3 (2 BEDROOM): 1.8 SPACES REQ.
UNIT 4 (2 BEDROOM): 1.8 SPACES REQ.
UNIT 5 (2 BEDROOM): 1.8 SPACES REQ.
UNIT 6 (2 BEDROOM): 1.8 SPACES REQ.
UNIT 7 (2 BEDROOM): 1.8 SPACES REQ.
UNIT 8 (2 BEDROOM): 1.8 SPACES REQ
TOTAL SPACES REQ'D.: 13.8
PARKING PROVIDED 15 (14 FULL SIZE PLUS ONE
ACCESSIBLE SPACE) ions
er 100.75
er 99.0
ier 99.5
SITE DESIGN DATA er 1=
WIND EXPOSURE B 80 M.P.H. 400.25
SEISMIC ZONE 3 ide 100.06
SNOW LOADS 25 PSF
DESIGN LOADS PER 2003 IBC
SOIL BEARING CAPACITY PER SOILS REPORT
SITE LIGHTING
REFER TO THE SITE PLAN FOR LOCATION OF EXTERIOR
LIGHT FIXTURES.
ALL LIGHT FIXTURES SHALL BE CRAFTSMAN (RESIDENTIAL
STYLE AND SCALE) LIGHT FIXTURES AND SHALL BE 100
WATTS OR LESS.
ALL EXTERIOR LIGHT FIXTURES SHALL BE ON A COMMON
"HOUSE" CIRCUIT.
ACCESSIBLE AISLE
ACCESSIBLE PARKING SPACE
4" WIDE STRIPING
(WHITE), (2) COATS
TYPICAL
Accessible Aisle NinttnR
RANT
-HEIGHT BENCHMARK:
THIS HYDRANT IS THE BENCHMARK
DATUM USED FOR BUILDING HEIGHT
CALCULATIONS
K
R
'ij
'83,
0 -,�
u
z
0
U
W -� -1 U
Z
z q)
Z
R,
U
LU
-0
-I
b
(0
Cr!
0')
C:)
EXISTING LOW
CONCRETE WALL-,,
LLJ
APPROXIMATE
LOCATION OF
UNDERGROUND
STORMWATER
RETENTION PIPE
W/ WATER
-QUALITY.- SEE
CIVIL DRAWINGS
T'O'-WN.-SIDE
SETBACK
EXISTING
FENCERICA
ELECT L
UTILITIES
ALL NEW,
EXTENDED,
RE -BUILT OR
RELOCATED
ELECTRICAL
UTILITY AND /OR
SERVICE SHALL
BE PLACED
UNDERGROUND
ELECTRIC METERS-
COORD. ALL
METER LOCATIONSi
& INSTALLATION
W/ UTILITY
COMPANIES
GAS METERS-,,
6' CEDAR FENCE
& GATE @ AIR
CONDITIONING
UNITS _ I
CROSSHATCHED
PATTERN INDICAT
AREA OF LOWER
SLAB ELEVATION.
SEE LEVEL 1
FLOOR PLAN ----
I
t
Accessible Parki
PLANNING CONDITION:
Northern patio may project up to 4' into setback
P 1'from front PL) and eastern patio may pro,,ect
up to 3.33r into set back (6.67'from east PL)
pursuant to ECDC 16.30.040.D.
PUBLI SIDEWALKS AND DRIVEWAY
ENTRY CUTS SHALL BE PLANTING STRIP
CONSTRUCTED PER CITY OF
EDMONDS ENGINEERING
�STANDARDS. CONC. SIDEWALK
! 777 89*59'55" E
ACCESSIBLE ENTRY WALK: JU U/ALF- I �D I I'S
')A' winc nolwcww All rnmr, zi Am (rw 7`7
ASPHALT DRIVEWAY AND SLOPE MAX)
CONCRETE CURBS
ALK FLUSH W/ ENTRY
LINE OF EXISTING HOUSE TO DRIVE
BE DEMOLISHED CRAFTSMAN STYLE LIGHT
FIXTURE ON 36" H WOOD
A POST / BOLLAR 11�s
14i!
Go
HATCHED JAREA
�HOWS PORTION OF SLAB in 1.
A�\ELEV. 97.5' z
A
I z
WALL M1 SITE LIGHT FIXTURE
SEE SITE L NG NOTES
NE 9
CB
4" CONC. SLABIO DOOR--\
LANDINGS (TYP)I E
ACCESSIBLE ENTRY AT\J�D,Q U
ENTRANCE #2 1� - /f
0
I " I I THIS HATCHED AREA SHOWS PORTION OF
J DUMPSTER AREA L+11
SITE LIGHTING SUB AT ELEV. 97.0' (SLABS IN
FIXTURE ON 8' H GARAGES TO SLOPE TO EXTERIOR. SEE
WOOD POST ID.) n- LEVEL 1 PLAN)
6' CEDAR FENCE & 10 1 WALL MTD. SITE LIGHT FIXTURE
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ENCLOSURE ASPHALT DRIVEWAY AND ASPHALT DRIVEWAY AND
4" CONC. SLAB @ h < CONCRETE CURBS CONCRETE CURBS (TYP)
TRA< � RECYCLE
DUMPSTER DUMI I SIN z DRIVEWAY ENTRANCE SHALL HAVE THE
ENCLOSURE C STEEL BOLLARD
P 0 STANDARD RESIDENTIAL TYPE PER CITY
SLOPE 1/4" PER STANDARDS
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ASPHALT/GRAVEL ALLEY
7543 R R,
1 1-24-2007 Edmonds ADB Submittal
2 6-25-2007 Issued For Permit
9-24-07 1 ev.
NR. DATE REVISION
Permit Drawings & Building
Enclosure
THIS SET OF DRAWINGS IS BEING ISSUED AS A PERMIT SET AND IS
SUBJECT TO CHANGE AND ADDING OF ADDITIONAL DRAWINGS OR
INFORMATION AS REQUIRED BY REVIEW OF THE EDMONDS BUILDING
DEPARTMENT.
DO NOT USE THIS DRAWING FOR CONSTRUCTION UNLESS THIS
DRAWING HAS AN EDMONDS BUILDING DEPARTMENT "APPROVED"
STAMP UPON COMPLETION OF THE PERMIT REVIEW PROCESS.
DO NOT USE FOR BIDDING OR ESTIMATING PURPOSES UNLESS
AUTHORIZED BY OWNER / DEVELOPER.
THIS NOTE APPLIES ONLY TO THE ARCHITECTURAL DRAWINGS
PREPARED BY CARL J. COLSON - ARCHITECT PLLC (A.K.A.
'ARCHITECT") FOR GOODNIGHT BROTHERS CONSTRUCTION, INC. (A.K.A.
"OWNER/BULDER").
THIS ENTIRE SET OF ARCHITECTURAL DRAWINGS IS PREPARED AS A
PERMIT SET OF DRAWINGS ONLY FOR THE OWNER/BUILDER FOR THIS
PROJECT ONLY. ALL DETAILS AND DRAWINGS SHOWN ARE FOR PERMIT
PURPOSES ONLY AND DO NOT CONSTITUTE THE FULL SET OF DETAILS
REQUIRED TO CONSTRUCT THIS PROJECT.
ALL BUILDING ENCLOSURE ASSEMBLIES, FLASHING, WEATHERPROOFING,
ROOFING, AND WATERPROOFING DETAILS AND CONSTRUCTION OF
THESE DETAIL ASSEMBLIES ARE THE FULL AND COMPLETE
RESPONSIBILITY OF THE BUILDING ENCLOSURE DESIGN CONSULTANT
(A.K.A. "B.E.D.C.") THAT THE OWNER/BUILDER HAS CONTRACTED WITH
AND THESE DETAILS SHALL BE CONSTRUCTED PER MANUFACTURER
REQUIREMENTS, BUILDING CODE REQUIREMENTS, AND ACCEPTED
INDUSTRY STANDARDS FOR PERFORMANCE. THE OWNER/BUILDER
SHALL BE RESPONSIBLE FOR DEVELOPING CONSTRUCTION DETAILS
NECESSARY TO CONSTRUCT A WEATHERTIGHT, DURABLE BUILDING.
THE ARCHITECT SHALL NOT BE LIABLE FOR THE DESIGN, DRAWING, OR
INSPECTION OF ANY BUILDING ENCLOSURE ASSEMBLIES, FLASHING OR
WATERPROOFING DETAILS THAT THE "EI.E.D.C." OR OWNER HAS
DESIGNED, DEVELOPED, OR INSTALLED.
THE ARCHITECT HAS NOT BEEN CONTRACTED TO PERFORM
CONSTRUCTION ADMINISTRATION SERVICES OR CONSTRUCTION
OBSERVATION SERVICES FOR THIS PROJECT AND IS NOT LIABLE OR
RESPONSIBLE FOR DETERMINING ADEQUACY OF CONSTRUCTION OF
BUILDING ENCLOSURE OR DETAILS.
THE OWNER/BUILDER AND "B.E.D.C." SHALL BE RESPONSIBLE FOR
INSPECTING AND VERIFYING THAT ALL FLASHING, WEATHERPROOFING,
ROOFING, AND WATERPROOFING DETAILS ARE BUILT CORRECTLY AND
MEET OWNER/BUILDER'S AND "B.E.D.C."S APPROVAL BEFORE BEING
COVERED BY SUBSEQUENT CONSTRUCTION WORK. "EI.E.D.C." AND
OWNER/BUILDER SHALL BE RESPONSIBLE FOR ALL BUILDING
ENCLOSURE DESIGN DETAILS SUBMITTAL AND INSPECTION REPORTS AS
REQUIRED BY THE CITY OF EDMONDS BUILDING DEPARTMENT.
*C*O*P*Y*R*I*G*H*T*
THESE DOCUMENTS, THE IDEAS AND DESIGNS INCORPORATED HEREIN AS
AN INSTRUMENT OF SERVICE, ARE THE PROPERTY OF CARL J. COLSON
- ARCHITECT PLLC AND ARE SOLELY FOR USE ON THE RESIDENTIAL
PROJECT (CUTTERS POINT) ON 636 DALEY STREET, EDMONDS, WA.
THESE FILES MAY NOT BE USED ON ANY OTHER PROJECTS NOR MAY
THEY BE TRANSMITTED ELECTRONICALLY WITHOUT EXPRESS PERMISSION
OF ARCHITECT.
COPYRIGHT 2007 CARL J. COLSON - ARCHITECT PLLC @
SITE`
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