23124 76TH AVE W.PDF11111111 lill
6397
23124 76TH AVE W
ADDRESS:
TAX ACCOUNT/PARCEL
BUILDING PERMIT (NEA
COVENANTS (RECORDED), FOR:
CRITICAL AREAS: DETERMINATION: E] Conditional Waiver [] Study Required e<aiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: 11160
SEWER LID FEE
SHORTPLAT
SIDE SEWER AS BUILT DATED: &.Z� —SMA�'V
SIDE SEWER PERMIT(S) #:
SOILS REPORT DA
STREET USE / ENCROACHMENT PERMIT
LID
LOT: BLOCK:
LATEMP\DSrs\Fonns\Street File (�hecklist.doc
FILE NO.
Critical Areas Checklist
----------------------------------------------
Site Information (soils/topography/hydrology/vegetation)
/
I Site Address/Location: el
Property Tax Account Number:
Z
3. Approximate Site Size (acres or square feet):
19
4. Is this site currently developed? yes: no. A,
k.�o Q
4/
If yes; how is site developed? .4. 2
5. Describe the general site topography. Check all that apply.
X' Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of 10-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 30% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: /I - _ ; Approx. Depth:
7. Site contains areas of seasonal standing water' .,--c,,_; Approx. Depth:
What season(s) of the year?
8. Site is in the floodway floodplain A) C"i of a water cou r . se.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? / 4) Flows are seasonal? 4 `if) (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc) A-t
11. Obvious wetland is present on site: /t/c,
DETERMINATION
City of Edmonds
CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a
Development Permit Application for the City of
Edmonds prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, *or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical Areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, Must fill Out
the checklist, sign and date it, and submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on
this form. In addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
Name
n
'53 ( ;' e. r.
Street Address
Ll—/ I z -
city State
Zip
Telephone
Signature,,_
Applicant Representative:
Name
Street Address
City State Zip
Telephone
Signature
Date
c:recepfion�anakacl - doc
W1
Date
(over)
M
-t � (3
PC. JS9
ApH130,1999
0 0
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
Sonoma Development
20351 Greenwood Ave. North
Shoreline, WA 98133
Subject: Determination regarding Critical Areas Checklist # 99-111
BARBARA FAHEY
MAYOR
Dear Applicant:
Enclosed please find a copy of the Critical Areas Checklist you submitted. The "DETERMINATION" reached by the City
is located on the reverse side of the form (bottom of page).
It is very important for you to retain a copy of this Critical Areas Checklist "DETERMINATION" for your records.
IMPORTANT INFORMATION TO BE NOTED.
PLEASE EXAMINE THIS" DETERMINATION" FOR ADDITIONAL REQUIREMENTS. YOU MAY NEED TO SUBMIT
ADDITIONAL INFORMATION SUCH AS AN ENVIRONMENTAL CHE��S� OR CRITICAL AREAS STUDY.
The 'DETERMINATION' for the Critical Areas Checklist you submitted is a site -specific determination not a
project -specific determination.
You must submit a copy of the CRITICAL AREAS CHECKLIST and DETERMINATION WITH ALL
PERMIT APPLICATIONS or YOUR APPLICATION WILL NOT BE PROCESSED.
Permit applications include the following:
Building Permits
Conditional Use Permits
Subdivisions
Variances
Applications to the ADB* Land Use Applications
Any other development permit applications.
Enc: Critical Areas Determination
* Architectural Design Board
Thank you.
Sharla Graham
Planning Secretary
C:Reception\Jana\CRLTR.doc
Incorporated August 11, 1890
Sister City - Hekinan, Japan
PROW
ME I
FILE
APPLICATION
CARI
for
The City of Edmonds
SIDE SEWER FERYaT
OUTSIDE
INSIDE
REPAIRS
EASEMENT
Q7.�� 0
OWNER... .... .......................................
........... ...
CONTRACTOR ........
........................ p . ............................
PERM.
"1 -311
HOUSENo. - ----------------------------
----...................................................
STREET
AVENUE LOT No . ........
.........................
...................... ......
-b".'
BLOCK..-N ........ ......
NAMEADD . ............................................................
........... ............
........
J�
? 0 'j �'D
0s
BACKFILL WORK ORDER ISSUED.: ................................. DEPOSIT, $ ---------------------------- - ............... 'e
SEWER WORK ORDER ISSUED ....................... ........ ....... DATE./
NOTICE:
No warranty of accuracy.
The information shown on the attached
map(s) was compiled for use by the City of
Edmonds, its Employees and Consultants.
The City of Edmonds does not warrant the
accuracy of anything set forth on these
map(s). Any person or entity requesting a
copy should conduct an independent
inquiry regarding the information shown on
the map(s), including, but not limited to,�
the location of any sewer stub shown. Such
sewer stubs may or may not exist and may
or may not exist at the location shown.
Neither the City of Edmonds nor its
employees or officers shall be liable for the
information given on this map(s), nor for
any one representation provided based
upon said map(s).
city -of talao- na; i rl LEPermit No:
m n
RIGHT-OF7-WAY,CONSTRUCTION PERMIT Issue Date:
A. Address or V Vicinity of Construction: _2 2) 1 .9 4'�, -7 (AX UV- W
be specific)::TN-\,5� 9,A '62 600t S
B. Type of Work( r@ i3'� LIJ 0-IL, o� 7
u? 9
A c),o �4- jo-zosPP ct
Contact: C k-
C. dontrdcto*r: XA 0 d',
Mailing Address: 1333D Phone:,Qok L41 R - a 39
St I ate License #:. _�Kt H C_ z 10 1 1 V� Liability Insurance: 'Bond:$
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
E. Commercial EJ Subdi�ision CityProject EUC (PUD, VERIZON, PSE, , 'AT &T, OVWD)
El Multi -Family Single Family r-1 Other
F. PAVEMENT CUT: El YES El NO G. SIZE OF CUT X
CONCRETE CUT: Ej YES [I NO
Al"I'LICANT TO 111,"Al) ANI) SIGN
INDEMNITY. Applicant understands by his/her signature to'this application halshe holds the.City of Edmonds harmless ftom
injuries, damdges or claims of*any kind or description whatsoever, foreseen or -unforeseen, that may be made against th
.�.City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOHING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIME A DEBIT OR CREDITR7LL BEPROCESSED FOR ISSUANCE TO THE APPLIC4NT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification ierifying completion of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
+ Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800424-5555) PRIOR TO BEGINNING WORK
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA TI MUSTMAKE THE PINK COPY OF THE PERMITA VAILABLE ONSITE A TALL TIMES FOR INSPECTIONS
Date- Ca / 2164
(Contractor or Agent)
FOR CITY USE ONLY
Approved by: 477W Right-of-way Fee:;>",- a
luc J127412a,0-A DisruptioxiFee/F 'd111:
TimeAuthorized- oidAfter / ,zi, un
e
Special Conditions: Rrc,�O'or k�)\w -r0/_ / *'�c Af-4 4� ;,K,-s
�,f,o
,.,gafffip Fee.,ZiQ $,-al. cvlak, .A& �6,0
ki r rrr P. 6: r. "D / r I ri ^4 f, rA 1 14 Aiir4 sxr�)-iACK Total Fee: 2 7.5. 0
raGA4 Ali ciTN or or_at4oAioc ALxar Receipt No:
AKu At4h Jssued by:,.
t'A AA_ Mt' I-m'#,r "I T7 A NA- I AQ Ov I fV- 1k A PA PA QF 4Q'?"fZ,1JQ N1 T 12W /0 144', X- -r-'A I �e t_ne,
'UJ 4.0ice'r-ft- 1-t4JC N1)Adt"kr1Z 8FZ / i'kA PIZ 46t Z'r& 12 'r AN I*N, r- f4A r" PAZnT*C
UPON COMPLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE (Phone 425-771-9220, Ext. 1326)
FINAL APPROVAL OF PERMITTED WORK.- R?�J&L:L_ZL�_,�_CDATE:
Inspector's Signature— 6�) -t t_1 .1. - �' 0 17,1,,,�
For inspection requirements see Engineering Inspection Information handout.
L09
DAMy Documents\Forms\Engnmg�ROWpermit_.doc
F— Z_
Contidctors, Inc
Job # 106131678
June 2, 2004
Sheet 1/1 Rob Inglisg
MOM
OVON C)
WHY
(13SO13
>
V3(nnOHS
4
1HOI)i C)
V3WAVMYM01
MH SSM
GY3 HV
a3SO1311VM3012
PRIVATE RD
MM—PA—RK—IN-G�
1—=.=l
TOWAWAYARa
CHANNELIZATION DEVICE SPACING1
MPH
TAPER
TANGENT
50/70
80
35/45
30
60
25/30
—io—
76--
41
50,
SIDEWALK
CLOSED
21' 1 21'
LU
Notes:
1. All signs and spacing t��,onfqrm
to the MUTCD and City of Edmonds
Traffic Control specs.
2. Channelizing devices are 28"
traffic cones.
4. All signs are 48" x 48" B/O unless
otherwise specified.
5. Alert affected residents.
3'X 6'WORK AREA
IN PKG. SHOULDER
OF 76th AVE W
ROAD
I
WORK
AHEAD
-;;7
LEGEND
a
28" TRAFFIC CONE
WORK AREA
TRAFFIC FLOW
ARROWBOARD
STANDARD GAS CONSTRUCTION NOTES:
21, INLINE TEE
469'S CL & 158'W CL
--- I)s CL
--- I)w CL
2"x 1 114'0
PE REDUCER
468'S CL & 158'W CL
(---')S CL
(---')W CL
2" INLINE TEE
469'S CL & 213'W CL
(---')S CL
(---')W CL
2"x 1 114"
PE REDUCER
468'S CL & 213'W CL
( --- I)s CL
(---')W CL
2" INLINE TEE
469'S CL & 268'W CL
(---')S CL
(---')W CL
2"x 1 114"
PE REDUCER
468'S CL & 268'W CL
(---')S CL
(---')W CL
S
R/W
1 10,
9
EOM 2PP
PE CAP
469'S CL & 326'W CL
( --- I)S CL
(---')W CL
PROPOSED 2" PE
IP MAIN 469'S CL
(---')S CL
INSTALL 27' OF
1 114 " PE IP
MAIN (TYPICAL)
EOM 1 114
"E CAP
A J.:,
434'S CL & 268'W CL
--- 1)s CL
--- I)w CL
EOM 1 114"
PE CAP
434'S CL & 213'W CL
( --- 1)S CL
(---')W CL
EOM 1 114"
PE CAP
434'S CL & 158'W CL
(---')S CL
W CL
20'
Q_
PROPOSED GAS 1
61 5'
SEWER
10,
CROSS SECTION OF 13-13 PVT RD
SCALE: I" = 10'
230TH ST SW
cuo�
;-144 �r�> —r— —
CUW
2"x 1 114"
PE REDUCER
468'S CL & 103'W CL
(---')S CL
W CL 00
--- CNN Ino a
0) r,
in 0
2" INLINE TEE W
11- CY) to
469'S CL & 103'W CL
C4
')S CL
')W CL
-4
Wl
Z WZ I C'�z
\)CVT ROADI
:7N,
UNIT UNIT!
'T
I 1B
UNIT' I UNIT� UJVA 1A
5B ;4B 12B
UN
jUNIT
UNIT UNIT
4A 3A 2A
A�
4A
............ ....
........ ...
..............
A
START
OF JT
PVT ROAD
EOM 1 114"
PE CAP
434'S CL & 103'W CL
I)S` CL
(---,)W CL
EOM 584'S
30' 1 30'
R/W R/W
2" 11E VALVE
46-O'S CL & 32'W CL
(----')S CL
CL
TIE- Iff 2"
BRANCH SADDLE
469'S CL & 28'W CL
')S CL
W CL
243'N
2003
518" 243'JV
1998
'TI
A
PLOT PLAN NOTE: Install 12" sand at ading over gas If the final backfill
contains rocks greater thir., 611 diameter. Rocks greater than
50'_ 10" In diameter are not permitted in the final backfill.
W 60' E
N R/W R/W
R/W 30'
-30'
28'
EXISTING GAS I
17'
WATFR
CROSS SECTION OF A —A 76TH AVE W
SCALE: 1 " = 10'
1. FIELD LOCATE ALL UNDERGROUND UTILITIES. CALL "ONE —CALL" TWO WORKING DAYS PRIOR TO CONSTRUCTION, IN
WESTERN WASHINGTON CALL: 1-800-424-5555. IN KITTITAS COUNTY CALL: 1-800-553-4344
2. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS AND GAS FIELD PROCEDURES.
3. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200 TECHNIQUES FOR TEMPORARY
EROSION AND SEDIMENT CONTROL AND ANY ADDITIONAL LOCAL JURISDICTION REQUIREMENTS.
4. NOTIFY PROPERTY OWNERS ADJACENT TO PROPOSED CONSTRUCTION ACTIVITIES A MINIMUM OF TWO WORKING DAYS
PRIOR TO BEGINNING CONSTRUCTION. USE iSi TO DISTRIBUTE FLYERS IF JOB IS LARGE, OTHERWISE HAND
DELIVER FLYERS BE SURE TO INCLUDE THE LIST OF FREQUENTLY ASKED QUESTIONS AND INFORMATION ABOUT
THE OPPORTUNITY TO PURCHASE AN EXCESS FLOW VALVE WHEN THEIR SERVICE IS INSTALLED OR REPLACED
PER GAS OPERATING STANDARD 2550.1600. ALLOW ADEQUATE TIME FOR CUSTOMER DECISION AND RESPONSE.
5. ANY CHANGE IN ROUTE, TIE—IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY PSE GAS ENGINEERING
SERVICES.
6. COMPLETE "PIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PSE FACILITIES. CHECK BOX ON REPORT FOR WIRE
9OX (TEST LEAD) INSTALLATION.
7. ACTIVE SERVICES DENOTED BY: Ex_ —xx—xl
8. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS
OPERATING STANDARD 2525.2500.
9. VALVE MARKERS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD
2525.2600 FOR ALL HP VALVES IF THE LOCATION IS NOT REDILY ACCESSIBLE, AND FOR ALL VALVES WERE
PERSISTANT SNOWFALL MAY OBSCURE THE VALVE BOX -
10. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEMS, NO TWO MAINS SHALL BE CONNECTED EXCEPT AS
SHOWN ON THIS DESIGN UNLESS APPROVED BY PSE GAS ENGINEERING SERVICES.
11. SYSTEM MAOP DENOTED BY: FSYS M MAOP = _45— PSIG�l
12. RESTORE ALL DRIVEWAYS SUBJECT TO OPEN CUT TO ORIGINAL OR BETTER CONDITION.
13. GALIGE AND MONITOR USE OF ALL STOPPERS AND SQUEEZES TO ENSURE ADEQUATE FEED. (USE MANOMETER FOR
LP SYSTEMS)
14. PURGE POINTS AND PRESSURE TAPS TO BE INSTALLED PER PSE GAS OPERATING STANDARDS 2525.3400, AND 2525.1200.
NOTE: 4" separation If communications
agree. Otherwise 12" separation are required.
Gas—/ \_ Phone & Cable \— Power
NTS
FITTER (CHECK 13OX IF COMPLETE)
Work area left in Clean & Safe ondition
Complete all Pipe Tables and Gas Pressure Stamp
Field changes Red —Lined on as —built
Material verified and Changes oted on paperwork
All Valve & Tie—in _Locations noted * on as —built
Note beginning of Main, EOM & Line of Main locations
Show Rope Locations & Cul—de—sac Radius
Foreman's Signature
Company Date
JOINT TRENCH PLAT NOTES:
1 . NOTIFY APPROPRIATE PERMITTING AGENCY PRIOR TO JOB START (SEE PERMIT
REQUIREMENTS).
2. ANY CHANGE IN ROUTE, PIPE SIZIE/TYPE, TIE—IN METHOD OR ADDITIONAL MAIN
FOOTAGE MUST BE APPROVED BY THE APPROPRIATE ENGINEER /PROJECT MANAGER.
3. INSTALL MAIN VALVES OUT OF TRAFFFIC WHERE POSSIBLE.
4. INSTALL ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE. INSTALL ANODE
AND TEST LEAD WIRES PER PSE GAS OPERATING STANDARDS 2525.12 & 2525.23
5. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS OPERATING
STANDARDS 2525.33 & 2525.34
6. UNLESS OTHERWISE NOTED: ALL PIPES INSTALLED IN PLAT TO BE 2" PE—IP.
ALL CROSSINGS TO BE YELLOW 4" PVC.
ALL SERVICES TO BE 5/8" PE.
DENOTES SERVICE STUB LOCATION.
DENOTES FOOTAGE BETWEEN FITTINGS.
7. CUSTOMER TO DIG AND BACKFILL ON PRIVATE PROPERTY OR EASEMENT ONLY.
TRENCHES MUST CONFORM TO PSE GAS OPERATING STANDARDS 2525.17,
2525.15 & 2525.16.
8. NOTE ALL RECORDABLE FOOTAGES, LOCATIONS AND MATERIAL CHANGES ON THE
AS —BUILT IN RED.
GAS MAIN INSTALLATIONIRETIREMENT
TypelWork
Pipe Size
Type
Estimated
Length
Actual
Length
Manufacturer
INSTALLJT
21,
jyE_
302*
INSTALL SCA
2"
PE
INSTALL
_PE
108'
GAS MAIN PRESSURE & TESTING
TYPE TEST
��ESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
TIME OFF
TYPE TS
RESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
ITIME OFF
Design Press 6�O
Is S MAOp 45
1
PROJECT PHASE
NOTIF#
ORDER#
0
SAP Superior
Service/Meter
Service/Meter
Service/Meter
Service/Meter
Ind. Service
Ind. MSA
Dis. Reg. / FT
HP Svc/MSA
Relocate
Retirement
X442830680
107020196
Vicinity Map
WORK SITE
4
=Contractor: CONSTRUCTION COST CODES:
041-103-3
CALL (800) 424-5555
- 2 BUSINESS DAYS BEFORE YOU DIG
Project Manager Contact Information:
PATTI NESS THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES
_FPERMIT
CELL: 425-327-2783 REAL ESTATE/EASEMENT
EMAIL: patti.ness@pse.com CSE
CITY OF ED OND"
REV# DATE BY DESCRIPTION FUNCTION CONTACT
PHONE DATE
PROJECT MGR PATTI NESS
I
206-418-4237 5120104
3
ENGR-GAS
2
DRAWN BY M.JOHNSON
206-418-4257 5120104
CHECKED BY PATTINESS
206-418-4237 5/20/04
COUNTY EMER SECT GAS WK CTR APPROVED BY PATTI NESS
206-418-4237 5/20/04
SNOHOMISH 5 MCNSEG CP APPROVAL
77
1/4 SEC NW-32-27-04 OP MAP PLAT MAP 166.070
0
NE-31-27-04 164.068 166.069 MAPPING
1 ::��
I
JOINT FACILITIES ARRANGEMENTS
0
UTILITIES SNOHOMISH CO. PUD VERIZON 0-MCAST
0
CONTACT CRAIG DEYOUNG BOB EMERY JEN JACOBSEN
PHONE# 425-783-4488 425-308-7029 425-317-9601
—
SAP Supe7ior Order
PUGET
S CL ENTERPRISES TOWNHOMES (10 UNITS)
107020196
Drawing Number:
SOUND
21' PE 1P MAIN EXTENSION
N/A
ENERGY
23124 76TH AVE W EDMONDS, WA 98020
SCALE: PAGE:
III= 50' 1/1
DESIGNED BY PILCHUCK CONTRACTORS INC.
0
J2
BARRIER FREE
PARKING SIGN
il T I �111111L "I" t", I I F�m
GENERAL NOTES
1, aPNTRACTOR SHALL BE RESPONSIBLE FOR ALL SAFETY
j*!REC,AUTION9 AND THE METHODS, SEOUENCES OR PROCEDURES
RE�PUIRED TO PERFORM THE NORK.
2.. CeONTRACTOR SHALL BE RESPONSIBLE FOR THE ERECTION
STABILITY AND TEMPORARY 5HORIN(9 AS NECE55AR*11 UNTIL
PERMANENT SUPPORT AND 5TIFFENIN65 ARE INSTALLED.
5. 5AFr=T*r 6LAZIN6 SHALL BE PERMANENTLY LABELED PER
U50 2406.2.
TYPICAL PARTY WALL NOTES
1. PROVIDE SOUND TRANSMISSION CONTRC)L PER UBC, SEC. 1206
AND PER RECOMMENDATION OF THE CFr'P5UM ASSOC. FIRE
RESISTANCE Dr=516N MANUAL (LATEST EDITION)
2. PROVIDE APPROVED FLEXIBLE SEALANT AT ALL PSALL
EDC-PE5 AND PENETRATIONS. (AALL5 SHALL BE AIRTIC-jHT)
5. PROVIDE RESILIENT SLEEVES, MOUNTS, OR UNDERLA"rMENT5
AT 5UPFORT5 FOR CONDUITS, DUCTS, PIPES, AND VENTS.
4. ELECTRICAL BOXES SHALL BE OFFSET 5�r AT LEAST 2411
FROM BOXES ON OPPOSITE SIDE OF AALL AND ARAPPED
INITH 2" MIN. FIBER INSULATION.
TYPICAL MECHANICAL NOTES
1. PILOTS, BURNERS, HEATIN6 ELEMENT5AND 5V41TCHES OF THE
FURNACE AND NATER HEATER SHALL BE A MIN. OF 15" ABOVE
THE 6ARA6E FLOOR.
2. PROVIDE SEISMIC STRAPS FOR THE FURNACE AND AATER
HEATER AS REWIRED 5",r CODE.
5. 6AS FIREPLACES SHALL BE FMI, MODEL D\/F5&, UL AND
IC,5O APPROVED AND INSTALLED PER. MANUFACTUREW5
SPECIFICATIONS. FIREPLACES SHALL BE PROVIDED NITH T1rvHT
FITTIN6 FLUE DAMPERS, OPERATED BY A MANUAL OR APPROVED
AUTOMATIC., CONTROL. OUT51DE COMBUSTION AIR SHALL BE
DUCTED INTO FIREBOX - MIN. & 50UARE_ INCHES I,^V DAMPER.
4. EXHAUST DUCTS SHALL TERMINATE OUTSIDE OF BUILDINS? AND
SHALL BE EOUIPPED AITH BACKDRAFT DAMPERS.
5. CLOTHF5 DR,rER SHALL BE EXHAUSTED TO OUTSIDE. MAX
LEN6TH OF VENT 19 14.
6. PLUMBIN6 FIXTURES SHALL HAVE MAX. FLON RATES AS FOLLOYiS:
5HOAER: 2.5 GjAL/MIN
LA\/5: 2.5 6AL/MIN
TOILETS. 1.6 6AL/MIN
'7. HOT AND COLD INATER PIPES LOCATED IN UNCONDITIONED
SPACES SHALL BE INSULATED To R-5 MIN.
a. NATER HEATERS SHALL MEET THE REGUIREMENT5 Of= Icia-1
NAECA AND SHALL BE So LABELED.
TYPICAL SECURITY NOTES
1. ENTRANCE DOORS: PROVIDE LOCK 1^V DEAD BOLT LATCH
1/2" MIN. THRON AND 1/4" PENETRATION INTO STRIKE.
2. SLIDIN& DOOR5 SHALL HAVE DEAD BOLTS OR OTHER
APPROVED LOOKIN6 DEVICES.
5. V41NDOY49 SHALL HAVE INSIDE LATCHINC5 DEVICES.
4. EVER�r ENTRANCE DOOR SHALL HAVE A \/I 51 TOP,
OBSERVATION PORT, 54" (MIN.) TO 66" (MAX.) ABOVE FLOOR.
5. PROVIDE SAFETY 6LAZIN6 PER U15C, SEC. 2406, AND
NHr=R.r= SHOINN ON EXTERIOR ELEVATIONS.
TYPICAL STRUCTURAL NOTES
V41ND: EXPOSURE 5, L30 MPH
SEISMIC, ZONE 5
SNO�N LOAD 25. LOS.
SOIL BEARIN6 CAPACIT',r 2OOOP5F
FOR OTHER LOAD VALUE5 SEE STRUCTURAL DRA�NIN65, 514T 51.
FOR LUMBER AND PL',rVqOOD 5PECIFIOATIC)N5, 5EESHEET 51.
FIRE PROTECTION SYSTEMS
DEFERRED FOP, SUBMITTAL UNDER SEPAIRATE PERMIT.
VIAQ CODE INFORMATION
AHOLE HOUSE FAN (5 BDRM)
ao cFm (MIN.), i:2o rFm (MAX.)
SUPPLY VENTILATION: INTE6RAL INITH FURNACE
EXHAUST FANS (INTERMITTENT EXHAUST)
LOCATION CFM (MIN.) MFGR. MODEL CFM SONES
KITC,HEN 100 NUTONE LL 160 *7.0
LAUNDR,r 60 NUTONE OTe)O 80 1.5
BATHROOM5* 50 NUTONE OT50 50 1.5
*INHOLP HOUSE FAN VVTIMER PER CODE 15 IN OATH. 1.
LEAD DESIGN PROFESSIONAL
SHAUN LEISER
SOL ENTERPRISES, LLC,
I'1q2I LINDEN AVENUE N
SHORELINE, VqA cial55
PROPERTY OWNER:
DONALD 6. 5PSEAZ"r.
1"7421 LINDEN AVENUE N,
SHORELINE, ViA cIaI55
ARCHITECT:
J F=RR*r JUTTI:N67
JERR-1- JUTTIN6, ARCHITF_CT
4114 PHINNE*�r AVE. N
SEATTLE, AA 015105
STRUCTURAL -ENGINEER:
R055 BAHARMA5T
ASCON CONSULTIN6ENVNEERS
1515 5rd STREET
KIRKLAND, V4A C15055
GENERAL CONTRACTOR:
SHAUN LEISER
5C;L ENTERPRISES, LLO.
I'7q21 LINDEN AVENUE N
SHORELINE, VqA q6 [,55
SURVEYOR:
LARRY DIXON
EXACTA 5URVE**r'IN6�5ERVICE
i:25o4 - 5ist AvENuE, NE
SEATTLE, NA qaI25
206-565-0610
CIVIL ENGINEER:
DEAN. HOU6H
DEAN HOU6H - AND ASSOC I ATES.
actia - lith STREET NE
EVERETT, AA q5205-140-7
425-555-026:2
THIS DIMENSION STRIN6 SHOYiS
NEV4 CONDITIONS
TH15 DIMENSION 5TRINC-7 SHON5
EX15TINCS (E) CONDITIONS
iu
kb
z
0L
d6
K--'R
NORW
'ODE
C
CODE: I cicl'T UNIFORM BUILDIN6 CODE SCALE. I"=20'
-2-crt> r
,.��UNIFORM PLUMBIN6 CODE P59
C)E 6RAPHIC SCALE
IcI`dI'7 UNIFORM MECHANICAL CODE
Ljlr-lcl-1 UNIFORM FIRE coi;>e
2001 NASHIN67TON STATE ENER&Ir CODE
INAC, 51-40 FOR BARRIER FREE ACCE551511_17Y
vyA-v, Vi A-q ct:yw, 0 10 20 40
ZONING: RM-2.4 .. ......... ..... .......
ADB# 03-126. DATUM POINT: 5-75-ci-7 AT TOP OF RIM OF MANHOLE LOCATI D
.,,(t0/1/03) NORTH OF NE OORNER OF 5UpJF=0T PROP;=RT-i-/
v -- 1. * A'A
OCCUPANCY TYPE: R-5 (DUFLEX) NEBT OF CF----NTERLIN1r=- OF 5TREET. -
LOTCOVERAGEt., U-1 (6ARACSES) ASSES R RCEL #: 00576700001604
LEGAL DESCRIPTION:
LOT AREA 5F'- NORTH- a0:- F:F=aT-- OF:: So :f=EaT77.70-t=�'TRAOT 16, 51<r-LTON'5 LAf<F-
NEA CONSTRUCTION dilleo 5F ,U_TH.;
% LOT COVERAaE 40.2 % MeALE!F=R,.,* 5-, AcRE THE'PLAT THEREOF
(45% MAXIMUM ALLONED)
RECORDED— IN VOLUME� OF"PLATE5.: PA6E 21, REcopD5 OF:
5NOHOMIS.H COUNTY.
ENSITY:
D =,Ur;> r-ASz_!'1,-1EN7 ALON6 EAST 10 FEET.
LOT AREA 24260 SF (RECORDED 5/20/141"75 REOORDIN6 # 25'7a2e)ct)
AREA PER VINELLINC7 2400 5F
MAXIMUM DV4I=LLINCv9 10.2
BUJ-LDJMG AREA (IN SF)
SETBACK CALCS: UNIT' SARA61E FLOOR -I FLOOR 2 TOTAL (HEATED)
FRONT YARD SETBACK, IA 450 451 0156 14'75
FRONT ',rARD SETBACe< 1,5-.25'r 15 5a4 461 c1cla 1465
(RECUIRED SETBACK Is). BLD6 1 a54 01"74 IcI84 24t5a
REAR YARD, SETBACK: A 5a4 451 ct'74 1461
REAR YARD SETBACK = 15, 25 5a4 4a'7. C1014 14al
(REOUIRED SETBACK = l5g BLDC7 2 '76e) 41"74 Idiba 26142
SIDE YARD SETBACK:, 5A 554 4a7 01-74 1461
51DE 'I'ARD SETBACK = 101 55 5a4 45-T dlct4 1461
(REouiRep SETBACK = log BLD6 5 -16a ct74 lat6a
7-
PARKING: 4A Sa4 461 ctct4 14al
4B 564 4a,7
14 1461
20 SPACES PROVIDED IN 6ARACvES BLD6 4 "76a ci'74 ICI&a 2dT42
1 BARRIER FREE SPACEpRoviDeD
(20 SPACES REOUIPMD) 5A 5a4
451 alcia 1465
55 5a4 451 "4 1461
5LD6 5 "768 cl-1.4 lctnsj;�
ISEE REP RT D TED 20 JUL171, 2005
!A755 AC,11
101215 KENLAKE PLACE NE
KENMORE, �NA atao2a
425-455-41154
BUILDING HEIGHT CALCS
(FINISH 6RADE AT 5"75.5 FOR 5LD(55 2,54 AND 5)
zi
L
(FINISH 6RADE AT,51-7.1 FOR BLD6 1)
ACTUAL
MAX
ACTUAL
M rAX
5LD6 A 5 D
AVE TO PLATE
TO PLATE
TO RIDrvE
TO RIr:>6E-
L,15LD6 1 5-76.5:'5`75 51a
5"78.15 5411.4
405.15
405.4.
406.15 t
�-51_=>Cv 2 515 515.5 515 516
405.15
404.2
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511.25-5cla.2
402.25 k`
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,-15LD67 4 5"77 575.5 576
516.50i-51q5.2
401.50v-`
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406.50 t_�
5LDC7 5 5-7-7 5*71 516 575.5
516.55�-5c15.2
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404.2
406.5a
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SETBACKS:
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APPROVED BY PLAN�NG REAR _J.
OTHER
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APPFIOVED BY PLANNING
J
2RAKN6 INDEX
A I
51TE PLAN
A2
FOUNDATION FLAN5
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ER
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_NE_ 114, NE 114 SEC TION 3 1., TO WNSHIP 2 7 NOR TH, RA NGE 4 EA S Ty W M.
BARRIER TREE STALL
81
0`1/0/1
bi
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EL 374
EL 370
EL 366
EX. APT BLDG
PAVE ASPHALT
TR. CURB
GRAPHIC SCALE
-20 0 10 20 40
(2)DETENTION PIPE 111011 Im
SEWER MAIN BENCH MARK: SSMH #103 INV=369.011--�-' I ON
0 CURB CUT EXTEND (IN FEET)
3 1 INCH= 20 FT
FIRE SPRKR LINES
DOMESTIC WATER LINES JOIN NEW SSMH#102A TO E W/SAD LEr",
@ GAS MAIN w'7 BENCH MARK: INVERT OF EX. SSMH#103 AT
>> ABOUT 200' NORTH OF SITE ON 76TH AV W;
POWER/TELE. /CABLE
>
/ 'AD STRIPING
3QZ.2�, IN 59*40'29"
03/.24 $
I
11
7
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UNIT 513
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UNIT 48
UNIT 4A
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UNIT 313
UNIT 3A (0
UNIT 28
UNIT 2A'
UNIT 113
UNIT 1A
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S 89-40'29
w 303.26-'- 6' FEIIICE
GOES TO 3' @10' FROM R/W LINE
0.45'Face of Conc. qaI1
\L @GAS METER - TYPICAL LOCATION
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EX. HOUSE
232ND ST SW
SCALE. 111=20�-011'
'L CB(TYPE1) FOR MAINTENANC E
EX. DUPLEX
EX. SEWER Al
12" STORM MAIN REALIGNED
(D
b
INV = 369.01
3 PROPOSED IMPERVIOUS AREA 16,980 SF
EXISTING IMPERV. = 2800 SF
BEGIN PR Fl E 1p
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LEGEND:
F1
%.A_A�U EXIST SHRUBBRY, 6'HIGH PLUS
—0 EVERGREEN TREE
CK-4; DECIDUOUS TREE, SIZE SHO WN(DIA)
PLANNED PROPERTY CORNER
(UNSURVEYED CORNER)
X_ 2'REFERENCE POINT TO RIW LINE
0 DOWNSPOUT
NEW CONTOUR LINES
CLEARING LIMITLINE
NEW WATER MAIN OR SERVICE
NEW SAN. SEWER MAIN OR SERVICE
EX WA TER MA IN OR SER VICE
EX. SAN SEWER MAIN OR SERVICE
(1) INSTALL 258'—,3,3" N12 PIPE FROM CB#,3 TO' CB#4 PER PRO -FILE & 12"
N12 FROM CB#2. CONNECT DOWNSPOUTS & FDN PIPE TO FILTER CBs.
(2) CONSTRUCT 268' OF 8" SDR35 PIPE FOR SEWER MAIN EXTENSION FROM
EXISTING MAIN TO MANHOLE #2. 6" C-O.s TO BE W/LOCKING LAMPHOLES.
SADDLE NE MANHOLE INTO EX. LINE PER DETAIL ON SHT C2/3.
INSTALL 3-2 $1 DIA. FIRE SERVICE LINES (BUNDLED) TO LAST 3 DUPLEX
TOWNHOMES & 1" LINE TO EACH UNIT AS SHOWN IN PLAN.
INSTALL IN DWY TRENCH A 2$' DI DOMESTIC WATER MAIN FROM 2$'
MASTER METER & THEN 1" LINE TO EACH UNIT'S INTERNAL METER. EX
METER TO BE USED FOR IRRIGATION PURPOSES.
IN SEPARATE TRENCH INSTALL 2" POWER COND. FROM POLE TO TRANSF.
VAULT, TO HANDHOLE VAULT AND THEN TO EA. UNIT (SECONDARY LINES
NOT SHOWN BUT GO TO TYPICAL LOCATION SHOWN (9 CTRLN OF
DUPLEXES; ALSO INSTALL 2" TELEPHONE CONDUIT AND TV CABLE
CONDUIT TO SEPARATE STUB —UPS & PLACE TEL/TV 12" ABOVE POWER
CONDUIT IN SINGLE TRENCH TO EACH UNIT PER SEC. AA SHT C2/3.
WITH 1' HORIZ. CLEARANCE FROM PWR/TEL/CABLE CONDUITS INSTALL GAS
SERVICE LINES (BUNDLED). GAS SERVICE IS SHOWN SEPARATE HEREON &
IN SECTION A—A/C2.
(2) PAVE SHADED AREA WITH 2" CLASS B ASPHALT ON 2" OF 5/8"(—) cstc
& 4"OF 1 1/4"(—) csbc. ALSO LAY 6" EXTRUDED ASPHALT CURB ALONG
NORTH SIDE OF DRIVEWAY (PAINTED YELLOW) AND LAY 8" WIDE
CONCRETE NEAR PWR PED FOR MAILBOX INSTALL.
a8 LOCATE GAS METERS IN BACK OF PORCH AS SHOWN — TYP. EA UNIT.
9 LOCATE BOXED DOUBLE ELECTRIC METERS IN FRONT AT MARRIAGE LINE —
TYP. EA UNIT & FLUSH METERS OR MAKE LESS THAN 12" FROM BLDG.
INSTALL TWO STORM FILTERS; A 2 CARTRIDGE C13 AND A 1 CART. CB
WITH 12" PVC PIPE FROM EA VAULT TO R/D CBs. SEE SHT 3A DETAIL.
WIDEN EXISTING CURB CUT AS SHOWN PER NEW CITY STD E2.26 &
REPLACE SOUTHERLY CURB CUT WITH STANDARD SIDEWALK.
CONSTRUCT A 4" DI WATER MAIN FROM MAIN TO 2" MASTER METER AS
SHOWN AND THEN GO 2" DI DOMESTIC MAIN ALONG DRIVEWAY ALIGNMENT
W/1" LINES TEED OFF TO INTERNAL METERING INSIDE UNITS.
ADD 1 NEW FIRE HYDRANT & 6" DI SERVICE ACROSS STREET AS SHOWN
IN SAME TRENCH ACROSS 76TH WITH 4" D.I. DOMESTIC MAIN. MAIN
CONNECT MAY BE 6'$ TAP. TEE W/VALVE.
S INSTALL 3 — 2" FIRE SERVICE LINES FROM DETECTOR CHECK VALVES &
MINI —METER IN BOXES TO SERVE THE LAST 3 DUPLEXES AS SHOWN.
EXTEND 12'$ STORM MAIN WITH 156' — 12" SDR35 PIPE AT 2' FROM
CTRLN OF 12'$ PIPE TO INSIDE EDGE OF EX. CONCRETE GUTTER AND WITH
2' COVER AS SHOWN IN 76TH AV PROFILE AND ON SECTION A—A/C2.
REROUTE STORM PIPE EXTENSION AROUND NE CURB RETURN AT 232ND
ST SW USING A TYPE 1 CATCH BASIN AS SHOWN.
16 EXISTING 8" SEWER MAIN VARIES FROM 14' TO 15' FROM STREET CTRLN.
INSTALL 1 C.B.U. MAILBOX AT ENTRANCE NEAR PUD PED PER CITY STD.
1
TRENCH BACKFILL ON 76TH AV TO BE 2 SACK MIX CDF. CDF SHALL BE
PLACED BETWEEN BEDDING & BOTTOM OF ASPHALT PAVING. PAVEMENT
PATCH SHALL MATCH EX. DEPTH & PLACED IN MAX. 2" LIFTS.
PAINT EXTR. CURB YELLOW; ADD "FIRE LANE — NO PARKING" — 12'$
LETTERS, EVERY 50' AND SIGN THE END STALLS TO BE BARRIER FREE.
USE SOLID LOCKING COVER
TYPE // 54"DIA MH MARKED WRAIN"& W1 LOCKING BOLTS
RIM=376.85
SETAT 12- VERTICAL TO CB INVERT
1-33 " DIA N 12
j .0 MAX WTR SURFACE EL 374.52
NOTE I
S TRICTOR ELBOW 1 100 YR ORIF= 1. 63 If A T 373.90
t 1.5 DIA MIN.
IPE S UPPOR Tn_�_� 2'MIN 10 YR ORIF=1.00"AT370.00
EEI NOTE 2 �_U`,72.00
late 12" CPEP
SHEAR GA TE W1 CONTROL ROD FOR
CLEANOUTIDRAIN - BEND AS REQ1D
INV=372.00 FOR VERTICAL ALIGNMENT WICOVER
0 USE REMOV. INA IERTIGHT COUPLING
V PIPE SECTIO - ELBOW VERTICAL TO BE 12" MIN.
RES TRIC TOR PL W10RIF, 2. USE ONE YX0.090" GAGE PIPE SUPPORT
AS SPECIFIED. A T 3'VER TICAL SPACING MAXIMUM
3. GASKETED BAND TO ALLOW REMOVAL.
4. ALL METAL TO BE CORROSION RESISTANT
CB#3 RES TRIC TOR DE7—AIL
I r_1
NOT TO SCALE
APPROVED FOR MAILBOX LOCATION
BY- DATE.-
THOMAS SNYDER, POSTMASTER
U S POSTAL SERVICE
I WIRES: 4/5/2004
APPROVED FOR CONSTRUCTION
BY, DA TE.-
CITY OF -_E_Dmo]VDS
General Notes
RECEIVED
MAR 2 6 2004
PERMIT COUNTER
No. I Revision/Issue I Date
rFirm Name and Address
,1A
DEAN HOUGH& ASSOCIATES
8918 11THSTNE
EVERETT, WA 98205-1407
PHONE 425-335-0262
rProject Name and Address
SCL ENTERPRISES TOWNHOMES
23124 76TH AV W
EDMONDS, WA 98020
FNTERPRISES, LLC Sheet
76A , FA V W TO INNHOMES A
E Date C
a
NOV. 3, 2003
Scale �; 3]
I IN = 20 FEET
NE 114, NE 114, SEC TION 3 1, TO WNSHIP 2 7 NOR TH, RA NGE 4 EA S Ty W M
General Notes
NOTE. -
INS TA L L 2 S TORM FIL * TER CBs B Y S TORM WA TER MA NA GEMEN T 2 (OR 1) CA R TRID GE S TEEL UNI T A T
L OCA TIONS SHO WN ON SHEE T C 113, THE 2 CA R TRIDGE UNI T A T THE WES T END OF D WY A ND THE I UNI T A T
THE EAST END, THE EAST UNIT SHALL BE SMI MODEL CBSFI - L AND WEST TO BE CBSF2.
REINFORCING BARS WITH
MINIMUM 6" OVERLAP RADAL FLOW 8* OUTLET
FOR PERIMETER SLAB—\ CARTRIDGE PIPE STUB (STD)
(BY CONTRACTOR)
B
\
A
t—
LIFTING EYE (TYP)--
27-3/4* X 27-3/4*—//
SOUD LID
GENERAL NOTES:
1.) STORmnLTER BY STORMWATER MANAGEMENT INC.. PORTLAND. OREGON (800-548-4667).
2.) CATCH BASIN MUST BE SET LEVEL
3-) EXTERNAL PIPING AND COUPUNGS TO BE PROVIDED BY OTHERS.
x
4.) FLEXIBLE COUPUNG TO BE USED AT INLET & OUTLET. FERNCO OR ENGINEER APPROVED,
5.) STORMFILTER REQUIRES REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE
MANUAL FOR DETAILS.
6.) CATCH BASIN STORMFILTER STRUCTURAL SPECIFICATIONS:
LOAD RATING: 20,000 L.B.
CONSTRUCTION: 1/4* STEEL PLATE
A 950 LB.
M
UNIT WEIGHT.
INLET GRATE. DUCTILE IRON
PERIMETER SLAB: REQUIRED
INLET GPATE-J B 141� '��INLET PIPE ""�27-3/4' X 27-3/4'
STUB (OPTIONQ SOUD UD
CATCH BASIN STORMFILTER - PLAN VIEW
-ZUJL� -0 '
..... .....
Q
CATCH BASIN STORNIFILTER — SECTION VIEW A —AN
RTr— k,2./
W OUTLET PIPE
STUB (STD)
—CLEANOUT OPENING
IN OVERFLOW WEIR
The ST0WATEIR MWGMRNT
U.S. PATENT No. 15,M2,6U,
No a M.M. No. 6.027.M.
N.: 6:624,576, AND OTMM U.S.
AM POMON PATENTS P=1NG
CATCH MIN STORMFILTER — SECTION VIEW
NOT TO SCALE
co,
01, (n
BENCH MARK: SSMH #103 INV-369.0
-ER LINES
�/TELE./CABLE
R, F- �:-
I D I
6' FE
JOIN NEW SSMH#102A
le-� �- /-N A C-� h A A I K I
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ENLA ED EN TRA NCEIU TIL / T'tr'e PLA N
E GE N D:
0000 EXIST. SHRUBBR Y, 6'HIGH PLUS
—0 EVERGREEN TREE
rrg
roj DECIDUOJS TREE, SIZE SHO WAI(DIA)
PLANNED PROPERTY CORNER
(UNSURVE YED CORNER)
X- 2'REFERENCE POINT TO R1W LINE
0 DOWNSPOUT
NEWCONTOURLINES
CLEARINGLIA41TLINE
NEW WA TERAIAIN OR SERVICE
NEW SAN. S&VER MAIN OR SERVICE
— — — — — — — — EX. WATER MAIN OR SERVICE
EX SAN. SEWER MAIN OR SERVICE
SCALE. If? = 10'
CURB CUT E/
LN
z-,
BENCH MARK: INVERT OF EX.
SSMH#103 AT ABOUT 200' NORTH
OF SITE ON 76TH AV W; INV
369.01
PROPOSED IMPERVIOUS AREA
16,980 SF
EXISTING IMPERV. — 2800 SF
APPROVED FOR CONSTRUCTION
W-2
DA TE.
� � low
9
'ReCE:Iveo
WA-� 6 2 004
DERMIT CoUNTER
No. I Revision/issue I Date
Firm Name and Address
DEAN HOUGH & ASSOCIA TES
8918 IITHSTNE
EVERETT, WA 98205-1407
PHONE 425-335-0262
Project Name and Address
SCL ENTERPRISES TOWNHOMES
23412 76 TH A V W
EDMONDS, WA 98020
SUNNTERPRISES, LLC Ileel
76THAVWTOWNHOMES
Dote
March 3, 2004
Scale 3
1 IN = 40 FEET
P3.-IACAD981SCL-76THIC2306bl.DWG REV3125104
,**ft
I EXPIRM
CITY OF EDMONDS
gEliz,
Aff el E D
MAR 2 6 2004
PERMIT COUNTER
611 . 191'/
CITY Copy
ir:iqli 1111117771
J
5
110
16
11IFFIMM, �/,
PLANNED PROPERTY CORNER
(UNSURVEYED CORNER)
DOWNSPOUT
=STOP SIGN LOCATION
STOP SIGN AHEAD
SHOULDER NARROWS AHE4D
FLAGGERLOCATION
WARNING SIGN LOCATIONIA
END
ROAD WORI]K
RtCi�E
A
< ROAD
WORK
AHEAD >
6d2bw
WARNING SIGN: G20-2a
lb 0 STANDARD BARREL LOCATION
WARNING SIGN: #W20-X
not WARNING SIGN: #W20-7a
WARNING SIGN: #W20-1
I FEET
TRAFFIC CONTROL PLAN = PHASE I
SCAE.- 1'�=40'-01
APPROVED AS NOTED
BY E NEERING
Date:
1A0 MZ—�
P, E �c— E I V C- E)
JAN 2 9 2004
PERMIT COUNTER
—DVTUFT�E� �
CITY OF EDMONDS
EXPIRES- 4/5/2DO4
N
tZZ4
1 0",
N
No.
General Notes
V !-:F;
aRm-
!--.4
ci
ca
Revision/Issue
':irm Name and Address ZA
DE4M HOUGH A ASSOCIA TES
8918 11THSTNE
EVERE7 WA 98205-1407
PHONE 425-335-0262
Project Name and Address
M: 51 -�E N
iffli � � � �: l�:
Date
Proj *L ENTERPRISES, LL Sheet
a' L E
N7RI
S
E SE
T
HAV NHOME
OW
'6T
Pr7 T
76TH AV TOWNHOMES
[Date NOV. 3,2003 1
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General Notes
No. I Revision/Issue I Date
Project Name and Address
SCL ENTERPRISES TOWNHOMES
23124 76TH AV W
EDMONDS, WAS0020
J AAN, 2 "1 2-39i;
PF-R,i,.';T COUNJITEIFR
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roffig,
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ih1JE 1/4j NE 1/4,, SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST, W.M.
230th ST SW
FOUND REBAR
w/ NO CAP--\
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FOUND I.P.
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N 89*40'29" E
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CHENOWETH
REBAR
RECORDER'S CERTIFICATE ...................
filed for record this ........... day of .......... 20 ....... at ...... M.
in book .......... of ........ at page .......... at the request of
. .... ... ....... .
M gr u pt. of ecor j s
SOUTH LINE TRACI' 16---�
234th ST SW
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NORTH LINE OF
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SOUTH 195 FEET -
Elev=375.65
i
3*7
)(—EXISTING TK IN LEAD
�-3' R.P.
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AFN
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2378289
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SURVEYOR'S CERTIFICATE
THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER
MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE
SURVEYgECORDING ACT AT- THE REQUEST OF (;0-5*r0*4 r%A&P-
IN tzp-r OF
CERTIFICATE NO.
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1-0
C�
� �2
—MON IN CASE
—EXISTING TK IN LEAD
LEGAL -DESCRIPTION
NORTH 80 FEET OF SOUTH 195 FEET OF TRACT 16, SKELTON'S LAKE
McALEER 5 ACRE TRACTS, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 6 OF PLATS, PAGE 21, RECORDS OF
SNOHOMISH COUNTY.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
EXCEPTIONS
EASEMENT AND THE TERMS AND CONDITIONS THEREOF:
Purpose: Sewer Line
Area Affected: East 10 Feet
Recorded: March 20, 1975
Recording Number: 2378289
NOTES
1. MONS. VISITED APRIL 24, 1999 & SEPT 12, 2000.
2. THIS FIELD TRAVERSE SURVEY WAS PERFORMED WITH A 6—SECOND
THEODOLITE AND ELECTRONIC MEASURING UNIT. ACCURACY
STANDARD IS WAC 332-130-090.
3. THIS SURVEY BASED ON DATA FROM CITY OF EDMONDS SHORT
PLAT #S92-262, REC #9305260729 & SURVEYS IN FLD 13K 116,
PG 55 & FLD BK 139, PG 117 13Y A. CHENOWETH, PLS.
4. SET BENCH MARK: TACK IN LEAD w/ DISC 0 NE CORNER
ELEV: 375.65
5. ELEVATION DATA: SEWER MANHOLE #103, IE 369.01
A�*N Mo
MERIDIAN
— CITY OF
EDMONDS SP #S92-262
0
SET TK IN
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pECEFVF.D
NOV 13 2003
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
SURVEY FOR:
EXACTA SURVEYIN"U" SERVICE
LAURENCE F. DIXON PILS
Gas ton Enterprises
20351 Greenwood Ave N
12304 31ST AVENUE NE
(13
Shoreline, WA 98133
SEATTLE, WA 98125
(206) 365-0670
JOB 99042
DRAWN:
DATE: SCALE:
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NOV 13 2003
0EVEL2PMENT SERVICES CTR.
CITY OF EDMONDS
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13 CURB CUT EXTEND (IN FEET) 0 EVERGREEN TREE
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5 VAULT, TO HANDHOLE VAULT AND THEN TO EA. UNIT (SECONDARY LINES
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CONDUIT IN SINGLE TRENCH TO EACH UNIT PER SEC. AA SHT C2/3.
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x NORTH SIDE OF DRIVEWAY (PAINTED YELLOW) AND LAY 8" WIDE
Ld CONCRETE NEAR PWR PED FOR MAILBOX INS TALL.
C13 F.H. 8 LOCATE GAS METERS IN BACK OF PORCH -AS SHOWN — TYP. EA UNIT.
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LO 39 LOCATE BOXED DOUBLE ELE '
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WIDEN EXISTING CURB CUT AS SHOWN PER !,,JEW CITY STID E2.26 &
X SSMH#102 REPLACE SOUTHERLY CURB CUT WITH STAND,ARD SIDEWALK.
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SHOWN AND
THEN GO 2" DI DOMESTIC MAIN 1' 'ALONG DRIVEWAY ALIGNMENT
X.
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W/1 it LINES
TEE'D OFF TO INTERNAL METERIN',G INSIDE UNITS.
ADD 1 NEW
FIRE HYDRANT & 6" DI SERVICE ACROSS STREET
AS SHOWN
IN SAME TRENCH ACROSS 76TH WITH 4" D.I. -DOMESTIC MAIN.
MAIN
CONNECT MAY BE 6 It TAP. TEE W/VALVE.
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INSTALL 3 —
2" FIRE SER'VICE ' LINES FROM DETECTOR CHECK
VALVES &
MINI —METER
IN BOXES TO SERVE THE LAST 3 DUPLEXES AS SHOWN.
EXTEND 12"
STORM MAIN WITH 156' — 12" SDR,35 PIPE AT 2'
FROM
Z CTRLN OF 12" PIPE TO INSIDE EDGE OF EX. CONCRETE GUTTER AND WITH
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1-: NO Ui 0 0 -q-
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INSTALL 1 C.B.U. MAILBOX AT ENTRANCE NEAR PUD PED PER CITY STD.
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SEPARATED BY 12" FROM PWR,/TEL/TV
DROP I.E. 369.3
INV= 372. 00 FOR VERTICAL ALIGNMEN T WICO VER
SEE NOTE 3 REMOV. WATERTIGHTCOUPLING
VPIPESECTIO EL B 0 W VER TICA L TO BE 12 or MIN. M
RESTRICTOR PL W10RIF 2. USE ONE 3'X0.090" GAGE PIPE SUPPORT
AS SPECIFIED. AT 3'VER TICA L SPACING MAXIMUM
3. GASKETED BAND TO ALLOW REMOVAL.
4. ALL METAL TO BE CORROSION RESISTANT
6' FIRE FIYDR LINE
CB#3 RES TRIC TOR DETAUL
F FORE ;/�5/2004
NOT TO SCALE
APPROVED FOR MAILBOX L OCA TION APPR R CONSTRUCTION
0+00
DA TE4-
BY- DATE: BY 2_/0 4
THOMAS SNYDER, POSTMASTER
U S POSTAL, SERVICE CITY OF EDMONDS
No. I Revision/Issue I Date
Firm Name and Address
DEAN HOUGH& ASSOCIATES
8918 11THSTNE
EVERETT, WA 98205-1407
PHONE 425-335-0262 -
10
rproject Name and Address
SCL ENTERPRISES TOWNHOMES
23124 76TH AV W '
EDMONDS, WA 98020
SWgNTERPRISES, LLC "ee'
76 TH A V W TO WNHOMES
Date c
NOV. 3,2003
Q-1. 3
P3.-IACAD981SCL-76THIC2,106bi.DWO REV. 312& 3125104
HIP 27 NORTH, RANGE 4 EAST, W.M.
NE114,NE114ySECTION31.f TOWNS .
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General Notes
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SCALE.'. HORIZ-7 10'
JOIN MH PER ST E6.1
1. POURED 6" SLAB UNDER EX. MAIN
2. INSTALL MANHOLE OVER SLAB
3. POUR CONCR. SHELF PER STD E46APOUR SHELF PER ST E6.1
4. BREAK OUT EXPOSED TOP HALF 06F MAIN
POUR
'�REMOVE AFTER )
"A-4" DROP BOWL
"A-6" DROP BOWL
—jz.uu F—U.vu — # - I
"A-6" DROP BOWL WITH OPTIONAL FORCE LINE HOOD
(ATTACHES WITH 4 S.S. BOLTS, FITS A-4 & A-6)
THE"A-4" BOWL WILL SERVICE UP THROUGH FULL 6"
INLETS. THE"A-6" BOWL WILL SERVICE UP THROUGH RELINER I
FULL 8" INLET. CAN BE USED FOR 10" AND 12" INLET 53 Mr. ARCHER ROAD, LYME, CT. 06371
MODERATE FLOWS. ALL SIZES ARE FOR RETROFIT OR poo) 508-6001 FAX. (860)434-3195
EW CONSTRUCTION. FABRICATED IN MARINE GRADE DESCRIPTION =DATESCALE
I
FIBERGLASS AND FINISHED IN BRIGHT WHITE GEL A-4 & A-6 08/08100 NONE
COAT. U.S. PAT. # 6074130 DROPBOWLS DRAWING NUMBER
ADDITIONAL PATENTS PENDING ADB
NEW 8 1
_POURED'SLAB Revisio n;4ssue
MANHOLE PIPE
[ Flrm Name and Address
ND m and
Add 'es
9
DEAN HOUGH & ASSOCIATES
8918 14THSTNE
EVERETT, WA 98205-1407
P P 0
HONE 425-335-0262
Date
PrDject Name and Address
SCL ENTERPRISES TOWNHOMES
M =%_," A
23124 76THAVW AAM119 -
./TANDARD CONC. CHANNEL MAR 1I 120
EDMONDS, WA 98020 PERMIT COUI
D r) /D
ROP LINER TOP VIEW
—SEE DETAIL AT LEFT — USE TYPE A6 LINER 00
D'DLE ur-%E, Sheet
TAIL ggegNTERPRISES LLC
NOT TO SCALE 76 TH A V W TO i�Vka_6/14ES
Date
NOV. 3,2003
UCTI N
APPR FOR CONSTRUCTI
1 IN 20 FEET
DATE:
BY: p3.lACAD,981SCL.76THlc2306a2.DWG REV. 31VM
CITY OF NDMONDS
mork-11JEA-FAIIA
General Notes
SILT 1ENCE/CLEARANCE LINE
EX. APT BLDG 1 DETEN11ON PIFE
2 SEWE R MAIN
STALL -7 f-CB#4
PLANTS
10
ILTES
CB#4A 10
FO
I
P
FP
UNIT 59
UNIT 6A
FHL
I _A-7
EX. HOUSE
H.L
*A P%9r%A I,
It
J
BENCH MARK:. SSMH #103 INV=369.01---
JOIN NEW SSMH#102A TO E). W,
20' x 50' CONSTRUCTION ENTRANCE rc fa
PER DETAIL HEREON
I
P] IP Ep
E di UNIT 2A
UNIT 4B I UNIT 4;11 NIT B 11 UNIT 3q; I IbPUNIT 2 1 1
t 1w I
b
01' 1pi5,
��Aoh
H.L. I
M S 890.
H.L. H.L.
I W 303.26
32ND ST SW
EX. HOUSE
GRADih�GIES
SCALE: 1'=20'-O'
MIN. F
.v4rl
Ir-ir
PROVIDE FULL VADTH OF
"Y EGRESSAREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD,
CITY INSPECTION REQUIRED ON ALL EROSION CONTRO
MEASURES BEFORE WORK CAN BEGIN,
Ou;�-;- E-0 MON
Nod;"
STANDAFM DE
M= IM11111111111111
DAM 7/24/M I gem NTS
L
P POIR
UNIT 113 UNIt 1A
H.L.
EX. DUPLEX
7/8' WASHED RUCK
LL
I..
3
BEGIN PR F E
@13.5, 1 P
5/0
0 0
0 -t
CO 0
0
Z
30,
30,
>
<
(_0 0
C!
00
EX E SMH#1 02
0
CATCH BASIN
`J� A
tc)(6
V
PLACE FILTER FABRIC BETWEEN FRAME -` `4
AND GRATE. PLACE 7/8' WASHED GRAVEL
3-4 INCHES HIGH AROUND CATCH BASIN
TO FILTER WATER.
STRAW BALES MAY BE USED IN CERTAIN CIRCUMSTANCES (SEE DETAIL E111)
UPON APPROVAL OF CITY ENGINEER OR HIS REPRESENTATIVE,
THIS APPLICATION SHALL BE MAINTAINED AT ALL TIMES DURING
CONTRUCTION PERIOD.
A. ESC Minimum Requirements. All activities necessitating a clearing or grading permit and all utilMf priolects consWng of more
13. ESC Minimum Requirement - Storm Drain Inlet Protection. All storm drain Inlets made operable during construction shall be
then 500 lineal feet of trench excavation shall be required to control erosion sediment during construction and to pennanently
protected so that storm water runoff shall not enter the conveyance system without first being filtered or otherwise treated to
stabilize exposed soll resulting from construction. Projects Involving a crlilcaO area may also be required to comply with any
remove sediment.
combination of the ESC minimum requirements. Compliance will be demonstrated through the Implementation of an approved
ESC plan. Guidelines for pireparing ESC plans are provided In the manual. The plan must address the following requirements:
14. ESC Minimum Requirement - Removal of Temporary BMPs. All temporary erosion and sediment control BMPs shall be
removed within 30 days after final site stabilization Is achieved or after the temporary BMPs are no longer needed. Trapped
1. ESC minimum Requirement - Construction Access Routs. Construction vehicle access shall be, whenever practical, limited to
sediment shall be removed or stabilized on she. Disturbed soll areas resulting from removel shall be permanently stabilized.
one routs. Access points shall be stabilized with quarry spalls or crushed rock to minimize the tracking of sediment onto public
reads. 9 sediment Is transported onto a road surface, the roads shall be cleaned thromughly at the end of each day. Sediment
15. Erosion and Sediment Control Requirement - Dewatedng Construction Sftss. Domtedng systems shall discharge Into a
shall be removed from roads by shoveling or sweeping and be transported to a controlled sediment disposal area within 24 hours.
sediment tmp or sediment pond.
C P.
Street washing shall be allowed only after sediment Is removed In this manner.
16. Erosion and sediment Control Requirement - Control of Pollutants other than Sediment on Ckinstruction sites. All pollutants
2. ESC Minimum Requirement - Stabilization of exposed areas. All soils exposed by land disturbing activities shall be stabilized
other then sediment that occur on site during construction shall be handled and dlsposed of In a manner that does not cause
by suitable application of BMPs, including, but not limited to, sod, hydroseeding, or other vegetation, plastic covering, or mulching.
contamination of storm water.
All BMPs shall be selected, designed and maintained In acowdence with the manual. The exposed soils shall be stabilized
somirding to an approved timetable. (TypiceIV, no soils shall remain wposed Ibir more than two days from October I thirough
17. Erosion and Sediment Control Requirement - Financial Usbility. Parkffnance bonding, or other appropriate financial
April 30 and no more then seven days from May I through September 30).
Instruments, shall be required for all projects to ensure compliance whh the approved erosion and sediment control plan.
3. ESC Minimum REquirement - Protection of Adjacent Properties. Adjacent properties shall be protected from sediment
deposition by appropriate use of vegetative buffer strips, sediment barriers or fifters, dikes or mulching, or by a combination of
CONSTRUMON SEQUENCE
these measures and other appropriate BMPs.
1 . This construction sequence is to be used as a guideline. Conditions may
4. ESC Minimum Requirement - Maintenance. All erosion and sediment control BMPs shall be requiady Inspected and
require changes in the timing of work. Changes shall be discussed with and
maintained by the owner to ensure continued perrormance of their Intended function. All maintenance and repair shall be
approved by the City inspector and owner.
conducted In accordance with the manual.
5. ESC Minimum Requirement - Other 8MPs. As required by the city, other appropriate BMPs to mitigate the efkKft of Increased
2. Arrange and attend pre -construction meeting with City of Edmonds
.
runoff shall be applied.
inspector. Call the Engineering inspection line (425-771-0220, ext. 1326) 24
hours in advance to schedule inspections and to set up a preconstruction
6. Erosion and Sediment Control Requirement - Underground Why Construction. The construction of underground utility lines
meeting.
shall specifically address the following:
a. erosion control fbr excavated and stoftIled materials;
3. Flag right -of lines, property line I s and clearing limits as indicated on
the plan.
b. The placement of excavated material where consistent with safety and space consIderations shall be placed an the uphill side
4. Install silt fences and construction en.trance..,,per plan. All TESC iterns are
of trenches;
to be checked daily during the winter construction seas�ori. Any stockpiles a re.
c. Trench dowatering.systams (must discharge Into sediment traps, sediment ponds, or other acceptable means);
to be covered. if left for more than 2 days and rain is expected. All site
d. Trackingend spilling of materials on streets due to hauling;
disturbance is to stop during rain and all TESC items are to be checked, and
wat r to pass :shall be repaired
m.onitored. Any items allowing silt laden e
e. Dally cleanup and street maintenance.
immediately. Any dusty conditions' found. during co'n.stru.ction shall be. control.led
with *use* of water.
7AddMonal ESC Minimum Requirements for Larger Developments. All now development and redevelopment that Includes land
disturbing activities of greater than, or equal to, one acre In addition to meeting the minimum requirements set fbrth above shell
comply with ESC requirements listed below:
5. Clear & grub to clearing limits, in this case the whole site.
8. ESC Minimum Requirement - Delineate Clearing and easement limb. In the field, mark clearing limb and/or any easements,
6. Rough grade access driveway.
setbacks, sensitiveldritical area and the buffem, tree and drainage courses.
9. ESC Minimum Requirement - Sediment Trapping. Prior to leaving the site, stonn water runoff shall pass through a sediment
7. Install storm drainage, detention pipe, water quality features and other
pond or sediment trap, or other appropriate BMPs- Sediment ponds and traps, perimeter dikes, sediment barriers, and other
utilities.
BMPs Intended to trap sediment on -she shall be constructed as a first step In grading. Them BMPs shall be functional before
land disturbing activities take place. Earthen sbuctures, such as dams, dikes, and diversions shall be seWed and mulched
8. Complete road construction.
according to an approved timetable.
10. ESC Minimum Requirement - Cut and fill slopes. Cut and fill slopos shall be designed and constructed In a manner that will
9. Hydroseed disturbed land surfaces. Ecomat may be necessary for slopes
minimize enoslon. In addition, slopes shall be stablitzed In acoordan�) with ESC Requirement No. 2.
3:1 and greater during the winter construction -3eason.
11. ESC Minumurn Requirement - Controlling Off-slto Erosion. Propsirlies and water ways downstream Ilrom development aftes
10. Clean storm drainage system and place into operation.
shall be protected from erosion due to Increase In the volume, velocity, and peak flow rate of storrm water runoff from the project
11. Remove remaining T.E.S.C. structures after site has been ..stabilized and
site.
approved by the City Inspector.
12. ESC Minimum Requirement - Stabilization of Temporary Conveyanos Channels and Outlets. All temporary on -sits
T.E.S.C. PLAN NOTES
conveyance channels shall be designed, constructed and stabilized to plrevent owslon from the expected velocity of flow from a
two-year, 24-hour frequency stonn for the developed condition. Stabilization adequate to prevent erosion of cuffels, adjacent
stream banks, slopes and downstream machos shall be provided at the outlets of all conveyance systems.
ALL SITE DISCHARGE MUST MEET WATER POLLUTION CONTROL ORDINANCE
CHAPTER 7-53 SCC (5 NTU MAX). IF ANY SILT LADEN WATER IS OBSERVED
AT ANY TIME, PROJECT ENGINEER SHALL BE NOTIFIED IMMEDIATELY FOR REVISED
OR ADDITIONAL MEASURES.
FILTER FABRIC
SECURED TO r X r
14 CLk WIRE FABRIC
EQUAL
25' LOCKING LID
--,"WITH THE WORD *SEWER" ON IT
(EAST JOR15AN IRON WORKS CO.)
e OR 5" CONC RISERS
(MODEL #: 00370084)
rXrWOODOR
EQUIVALENT
�MIN.- MAX HGT- 18")
�`OUT AND PROVIDE
SMOOTH FINISH INSIDE
AND OUT
89- 2&
Li
FUM Or riNtOMM ORMIN
MTMFAMWFMMCINIMBLVWACF-
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS, USE STAPLES
OR WIRE RINIS TO ATTACH
FABRIC TO WIRE.
P6LYPROPYLF.NE SAFETY STEP
120 O.C. (TYP)
ELMOV.
4
ECCENTRIC PRECAST CONE
PRECAST SECTIONS
MESH SUPPORT FE4,E
o`
4" MIN. THICKNESS
�u
VIRE
To S UPPORT FILTER FAWIC.
SAND COLLAR
48" *r 54*
=HOLE FRAME AND
S COVER
Zo
N 0 T E-
W
BURY BOTTOM OF FILT ER
I LOCATE MH LID OUTSIDE
MATERIAL 8' TO 12.
THE WHEEL PATH OF THE
6' MAX.
TRAVEL LANE.
2. BASE REINFORCING SHALL
BE #4 REBAR AT 12 D.C.
CONSTRUCT
21 X 2' WOOD POSTS OR
BOTH WAYS.
LARGER MH TO BE
CHANNEL SHELF
EQUIVALENT
.3.
REVIEWED ON A CASE BY
BY CASE BASIS USING
1-01
4
CONTRACTOR/IIEVELOPER SHALL MAINTAIN AND REPLACE
APWA STANDARDS.
STRAW BALES TO INSURE PROPER ERDS113N CONTROL.
4. JOINTS SHALL BE RUBBER
GASKETED ONLY,
NSPECTION REQUIRED ON ALL EROSION CONTROL CITY INSPECTION REQUIRED ON ALL
MEASURES BEFORE WORK CAN BEGIN, EROSION CONTROL METHODS JEFORE
Fc -ITY I MH' PER W.S.D.O.T. APWA 6- MIN.
OTHER WORK CAN BEGIN. STANDARD PLAN B-230. REBAR MIN 2* CI EAR
7671 'S
LUP
osWfaxNote
T.Y., OF
- h. 0 ,
0 TT Y., -OND STANDARD DETAIL
UL STANDAJqD DETAJL 43TANDARD DETAIL
APPWVIM W I DAM MWO TYPE I MH (SAWARY)
Mimfn=fum
DAN -t IqA /M ;;s PLI
DAN Wi" I 7/24/M NTS
E11.2 1890-1990 7/24/M I NTS 890-1990 i - I
LEGEND."
0= OW. &#?UMY, CHMPEW
# EWRGAMn?W
P"NNEDPROPERTYCOWER
AINSURVEYED COWER)
X.- 2'REFERENCE POINT TO PJW LINE
NEW CONTOUR UNES
SILTFENCELINE
I * EST. QUANTITY OF CUT: I ISO CU. YDS.
2. EST. QUANTITY OF EXCAV. & EMBANKMENTS: I 160
3. EST. QUANTITY OF SURPLUS TO EXPORT:1 160 CY
4. PROPOSED DISPOSAL SITE: TO BE DETERMINED
AND SHALL BE OUTSIDE OF EDMONDS CITY LIMITS.
5 ' EST. QUANTITY OF IMPORTED MATERIALS: 221 CY
6. TOTAL AREA TO BE CLEARED: 24,200 SF
7. PROPOSED HAUL ROUTE IS 76TH AV SOUTH TO 204TH ST NE;
LEFT TO BALLINGER WAY & CITY OF KENMORE AREA.
APPOR FOR CONS TION
BY., DA TE: 2 -10
I EXPIRES._ 4/5/2D04 I I G11 I UP M_J1V1U1V_UkD
rA
No. I Revision/issue I Date
rProject Name and Address
SCL ENTERPRISES TU
R IVE
23124 76 TH AV W
EDMONDS, WA 98020 MAR 11 2004
PERMIT COUNTE
MINTERPRISES, LLC "set
76THAV.WT0WNH0MES___
Date
NOV 3,203
Scale 3
1 IN = 20 FEET
FVACA09&6a-76TH1C2M1.DMrev. 1/15W
NE 114, NE 114, SEC TION 3 1., To WNSHIP 2 7 NOR TH. RA NGE 4 EA S Ts W M.
General Notes
NOTE.' TER mANAGEMENT2 (OR 1) CARTRIDGE STEEL UNITA T
INS TA L L 2 STORM FIL TER CBs B Y.,307ORM WA
LOCATIONS SHOWN ON SHEET C113; THE2 CARTRIDGE UNITAT THE WEST END OF DWYAND THE I UNITAT
THE EAST END, THE EAST UNIT SHILL BE SMI MODEL CBSFI - L AND WEST TO BE CBSF2-
REINFORCING BARS WrTH
MINIMUM 6* OVERLAP. .
FOR PERIMMCSIAB
�ey CO TOR)A
A
t—
,RADIAL FLOW /-S' OUTLET
CARMDGE PIPE STUB (STD)
B .41
all
GENERAL NOTES:
1.) STORmnLTER BY STORMWATER MANAGEMENT INC-- PORTLAND. OREGON (800-648-4667).
2.) CATCH BASIN MUST BE SET LEVEL
3.) OMNAL PIPING AND COUPLINGS TO BE PROVIDED BY OTHERS.
4.) FMISLE COUPLING TO BE USED AT INLET & OUTLET- FERNOO OR ENGINEER APPROVED.
5-) STORMFILTER REQUIRES REGULAR MAINTENANCE. REFER TO OPERATION AND MAINTENANCE
MANUAL FOR DETAILS.
S.) CATCH BASIN sToRmnLTER STRUCTURAL SPECIFICATIONS:
LOAD RATING: 20,000 LB.
"
CONSTRUCTION I STEEL PLATE
MIGHT! 9�4
A UNIT v 0 Le.
INLET GpATE- DUCTILE IRON
PERIMETER SLAB: REQUIRED
LIFTING EYE (TyP) --I - B -O*J \\_INLET PIPE X 27-3/4'
27-3/4* X 27 3/4'—/ GRATE Slue (OPTIoN&) SOLJO LID
Sat7
0 LID
CATCH BASIN STORMFILTER - F.LAN VIEW
CATCH BASIN STORMFILTER
scum H.T.L-
PMIMErER SLAB
3,000 PSI CONCRETE TO *SDE or
(BY CONTRACTOR) 2'-4-
um�x
FILI
ER
CHAMBER
INLET
Slum
BAFFLE
VArdES OVERFLOW
WEIR WITH
CLEANOUT
7hg gToT=JTGMffNT
0
U.S. PATINT NO. SX2,M-
N .5,707.527. NO- 6-027-639-
N:. 6,624.578, AND OTSER U-S-
AND FORZON FAIENTS PICHDING
t REINFORCING BARS
CONTRACTOR)
2!-3 3
1�4"
(2.3
IN
1\ II.,-&OUTLEt)PIPE
9 (STO
\'�CLEANOUT OPENING
IN OVERFLOW WEIR
CATCH MIN STORMFILTER - SECTION VIEW Ir-'sh
YLE!L�i SCAM KM \IV
:FIL TER -VA- UL T DE -TA IL
NOT TO SCALE
d;
BENCH MARK: SSMH #103 INV-369-01-----'
3
JOIN NEW SSMH#102A TO EX. W/SAD,DLEC2
-ER LINES
R/TELE./CABLE F(�)GAS MAIN
[—(jj STRIPING 3
30
p.
I
wc H -HE
HAJ�GE 'HT. TO 3 --RE
A
PLANTS MAIL X
PUD VAU TS
D I D 0 E T WTR AROUND PUD PED.
3 2" METERS & DDCVAs
p p FIRE YDR.'g POR
UNIT 1B UNIT 1A
2A
HARD LANDc;CAPE
Z
8XI 0 (TYP) i
CBF FILL TRENOH�S
H. L. Q0 H.L. I L.
6' FE CE GOES TO 3' @10) FROM R/W LINE
A
N
611
SI
CURB CUT E/
BEGIN PRb I E
@13.5) d/N PI
P. LN
0
F=
�7
Gy
P0 11 y - IUIN
611 [1 MAIN W/611 WV
C."-rAP 7-k G" S L —M
E X3
- Q0
0 0
0
< 4
--I (:;d 0
n 0
I I 1 00 0
ry 0
::D ry
<
U-)
CD
x
30'
--I
r-% -0-'& N-- R-ft EN TRA NCEIU TIL / TY P- LA N
rJ
ENLA Lx L=V -
C000 EXIST. SHRUBBRY, 6'HIGH PLUS
EVERGREEN TREE
DECIDUOUS TREE, SIZE SHOWN(DIA)
PLANNED PROPERTY CORNER
0 (UNSURVEYED CORNER)
X- 2'REFERENCE POINT TO R1W LINE
0 DOWNSPOUT
NEW CONTOUR LINES
CLEARING LIMITLINE
NEW WATER MAIN OR SERVICE
NEW SAN. SEWER MAIN OR SERVICE
— — — — — — — — EX. WATER 14A IN OR SERVICE
EX. SAN. SEMER MAIN OR SERVICE
SCALE., I If= 10'
GRAPHIC SCALE
E -- —1
XPIREE 4/5/2004
END
BENCH MARK: INVERT OF EX.
SSMH#103 AT ABOUT 2001 NORTH
OF SITE ON 76TH AV W; INV
369.01
PROPOSED IMPERVIOUS AREA
16,980 SF
EXISTING IMPERV. = 2800 SF
RECEIVED
APR 0. 9 2004
PERMIT COUNTER
APPR FOR CONSTRUCTION
BY. DATE.,
CITY OF EDMONDS
No. I Revision/Issue I Date
Firm Name and Address
DEAN HOUGH & ASSOCIATES
8918 11THSTNE
EVERETT, WA 98205-1407
PHONE 425-335-0262
Project Name and Address
SCL ENTERPRISES TOWNHOMES
23412 76 TH AV IN
EDMONDS, WA 98020
SWgNTERPRISES, LLC Sheet
76THAVWTOWNHOMES C42 A
Date
March 3, 2004
Scale 3
1 IN = 40 FEET
P3.IACAD981SCL-76THIC2306bl.Z"'W'G REV31251174
%% --do
PERMIT NO: 400M
ity of Edmonds,
PERMIT EXPIRES
loc. gc)z SIDE SEWER PERMIT
Address of Construction: �P-5 i,5zq -Ito' A ve- W. LI'D #
Tax Account Parcej�_
'Property 0/)
Attach copies of all access and utj)ity,ea'semertts Veri ied and. Approved b
Owner and/or Contractor:
i
.Contractor Licfise*: A,"AA Builffi-n-g-P—ermilk
ly _;,
q /70. invasi' WY
)�inpl`e Family on in o City *Right -of Way: es No
t c
M In"Family (No. of 6nits R"W tonst ctio'n Permit
es
C� ss othe "Private Property: Y No
Crmercial (No. of Units __L .0 1
Pqblic" "Attach le,,al description and copy.of recorded easement.
..Owner/Contractor
C 'tr6a-ct-oq-r--signa6re-a-treackno D X
on wiedgeme' fit.state'ment:
By-giining for this permit I certify, that I have read,the City'.s pu I ic, handout entitled
SidZ'8_`ewer 91peciftations, and shall eomply'w'ith- all City requir ments outlined therein.
CA�L DIAL -A -MG -(17800-42*, 5555), B FORE ANY EXCAVATION 62
2 FOR INSPECTION. CALL 425-7 1-0220 exten'sionVj_9VA'-
24 HOUR NOTICE REQUIRED FO . R AL INSPECTION REOUESTSr
. .. . .. ...... . Ly...
FOR OFFICE USE 0
P . erml . t �Fee $ Repair Fee $ Issued 8 . "N
\j
Assessment Fee $ Rec ipt No:
city Permit Surcharge Fee &5.00 Total Fees Paid $ 6-0(910
NOTE: IF JOB SITE IS NOT READ ECTION WHEN
INSPECTOR ARRIVES. A $45 RE-INSPEC1 ION FEE WILL.BE- CHARGED..
Job Site Ready YES NO - Date: Initial:
Partial Inspection: ftfa (1 II'Mowle (i e1 Date*��-flbs-lnitlal:vn
Partial Inspection: Date: Initial:
FINAL INSPECTION APPROVED: Date: As-builtto Street File: E]
11, PERMIT MUST BE POSTEO, ON JOB SITE t-
White Copy: File Green Copy: Inspector M Copy: Applicant
L;temp;bldg;forms;sspertnitjlg4/00
DATE RECEIVED
Id PERMITEXPIRES
CITY OF E;MONDS
USE PERMIT
ZOT
N U M B E R,0&,//—
ON',
C CONSTRUCTION PERMIT APPLICATION
1OEr SUMAPT#
ADDRESS
23/z�, 76 0 Ai4, 4).
FI177fzl
OWNER NAME/NAME OF BUSINESS
PLAT NAME/SUBDIVISION NO.
LOT NO.
LID NO.
LID FEE $
_Zo ,
2. 1 V4 /a( C-A ot �e
M MAI�
AILI DRESS
NG AD
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
TESCP Approv,
RW Permit Req�:_
li" . Iv,
EXISTING P-ROP SED
street use Perm.11 Req-d
Inspection Required
CITY ZIP
TELEPHONE
Sid"alk Required [3
Y1,15 J
20 6 6 0 3 00
REQUIRED DEDICATION= FT
Underground
1 wiring requiredi Ila
NAME
METER SIZE
LINE SIZE
NO. OF FIXTURE
PRV REQUIRED
A'I& 4b-79
I
sit
42
1
YES NO 13
1
3
jj!:
Iz
15
REMARKS
z
z
4.
OWNERICONTRACTOR RESPONSIBLE FOR EROSION CONTROUDRAINAGE
jP111A-Ag IV
CITY ZIP
TELEPHONE
6/k') Ve,4-la- Itz, kx0j00 a 014 S, 1 41."
Sin, yv-k
NAME
CPL#
9NGINEERIN ,G REVIEW�D BY DAfq
ADDRESS
4140,,4
MEN
FIRE -REVIEWED BY DATE
0
CITY ZIP
',1
5y. 0", /,; - , I
TELEPHONE
.. I
200.!�%2 2-f nr
1 640.7 - .
rL
L
STATE LICENSE NUMBER EXPIRATION DATE"'].
. .1
�VmiANCE'61R.60,_
SHORELINEORADBI1.0
�j INSPECTION
'REO'D
BOND
POSTED
Sd
04� 13NO
$101 1 1 b
tXA14,
SEPA REVIEW
COMPLETE EXEMPT
SIGN AREA
ALLOWED PROPOS ED
HEIGHT
__?ALLOWED PROPOSED
-j
PROPERTY TAX ACCOUNT PARCEL NO.
LOOS 71-160 9- 1 0(5b Q/4 C/
,
EXP0/;
NEW RESIDENTIAL: X-_PLUM'BING/MECH
COVERAGE�,
A L ED
::R EQUIRED (FT.
FRONT
�PROPOSED SETBACKS (FT.)
FPROPOSEO
SIDE R,EAR
FRONT L/R SIDE REAR
COMPLIANCEOR
0
E] ADDITION C MMERCIAL
El S
U E
44 b5,0 - 40
�,A rb
/0j
Z
re
1:1 REMODEL ML MULTIFAMILY 0 SIGN
z
PARKING
RIE PROVIDED
OD
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GARAGE RETAINING WALL,.' FIRE SPRINKLER
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CARPORT ROCKERY FIRE ALARM
CrYPE OF USE, BUSINESS OR ACTWM-EXPLAIN:
1
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JCODE'
OCCUPANT
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6PIPL6'.
, �JONSTRUCTION
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V.
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Description
"FEE
Description
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lm, F�1= 3-7.
Plan Check
State Surcharge
HEAT SOURCE
GLAZING %
;LOT�SLOPE %
11/0
:Building,,Permit`-
City Surcharge
PLAN CHEC VESTED DATE
M �flurnblhg.J
Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
Grading
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE
SEPARATE PERMISSION.
Engr. Review
Lu PERMITAPPLICATION: 168DAYS
PERMIT LIMIT: I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS Engr. Inspection" �0
SEE BACK OF PINK PERMIT FOR MORE INFORMATION
'APPLICAK ON BEHALF OF HIS OR HER SPOUSE, HEIRS, ASSIGNS AND SUCCESORS Fire Review 59— Plan Chk.Deposft
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF ,99,/)7—
a EDMONDS, WASHINGTON, ITS OFFICIALS. EMPLOYEES, AND AGENTS FROM ANY AND Fire Inspection
IM Receipt #
50
4 ALL CLAIMS FOR DAMAGES OF WHATEVER NATURE, ARISING DIRECTLY OR INDIRECTLY
X FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
!3 DEEMED TO MODIFY: WAIVE Landscapelnsp. 757
OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE TotalAmt.Due
0 NOR LIMIT IN ANY WAY THE CITY`S ABILITY TO ENFORCE ANY ORDINANCE PROVISION.'
x
.
Recording Fee — Receipt # L
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT; AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION APPROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application is not a permit until signed by the
CALL
TION; AND IN DOING THE WORK AUTHORIZED THEREBY, NO PERSON WILL BE EMPLOYED Building Official or his/her Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is acknowledged In space provided.
WORKMEN'S COMPENSATION INSURANCE AND RCW 18.27.
SIGN DATE
SIGNA�T �011 ED (425 l!.
—] DATE SIGN
�OFFICI
771 -0220
BY /bATE
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I
ATTENTION Off 1333 !r/7
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL �
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 OR!GINAL - FILE YELLOW - ASPECTOR
P NK - OWNER GOLD -ASSESSOR
04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN ACCOUNTING
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I.Introduction to Report
This T. 1. R. is submitted along with the four civil and surveyor construction
plans for a 10 townhome complex in the City of Edmonds addressed as 23124
76th Av W for SCL Enterprises, LLC. This SEPA grading permit application is
to comply with City of Edmonds gtading requirements and the drainage is to
comply with City Development Code, Chapter 18.30 and City of Edmonds
drainage ordinance requirements.
Part I The Project Proposal
A. Existing Conditions
This project is to obtain permits for grading and providing storm
drainage and utility improvements for a townhome complex at the crest of a hill
on 76th AV W and south of Pacific Highway.
The site is a single family residence with about 15 tall fir trees in the
backyard and which is surrounded on the south by two abandoned single
family homes and a new duplex; on the west by a commercial site and on the
north by an old apartment complex. The existing home and all trees will be
removed to make way for the development. It is situated on the west side of
76th Av W about 100' north of 232nd St SW. The site slopes from west to east
in general but specifically about Zfeet from north to south at 2.5% slope. To
make access into the site some minor grading will be necessary for the 24'
wide driveway/sidewalk.
This apartment complex will take access off 76th Av W using an asphalt
driveway along the north property line. No rockeries or retaining walls will be
needed, but will make use of the existing 2' concrete wall along the south
property line. Generally the site is flat. A SEPA checklist for this development
will be submitted by the owner.
A 33" detention pipe is parallel to the north property line and will drain
along a "bumped over" storm drain extension at 3' east of curb face at the front
of site. The drain is moved over because an intefering sewer manhole on its
alignment. See DHA sheet C1/3. The downspouts will drain into the two storm
filter vaults for water quality before draining into the restrictor manhole be
detained and then go south along the new storm drain extension to join the
existing CB noted above. Also the foundation drains can go into the detention
pipe since the pipe is about 1.5' below the foundation.
1
0 0
The access will use the full 27'wide driveway from face of duplexes to
north property line for utililties and vehicle - pedestrian access. This corridor
will service all utilities including storm, sewer, water for fire and domestic,
power, telephone, cable and gas. The driveway will be with reverse crown so
that the north side of the driveway slopes at 2% to gutter as shown in section
A -A and at 13.3% maximum to the steepest approach to garage floor on the
south side of driveway.
The apartment configuration is this - that the first floor drops 6 inches
into the garage. From the living space the hard landscaping will be accessed
with steps in the back, drop about 2'to the concrete and trail off to elevation
376 at the existing 2' retaining wall at the south property line. . As can be
seen in the profile the driveway will drain east and west from the crest at the
east 1/3 point and drain into the two storm filter vaults for water quality.
B. Offsite Analysis
Seventy-sixth Av W rises going north for about 1600'to the site which is
close to the crest and then drops about 40' in about another 1500'to join
Pacific Highway on askew angle. The site is about 100 to 200'south of this
crest. The first catch basin that drains the site basin is on the west side of 76th
at the north side of 232nd St SW. See the topographic map by Emerald Land
Survey. This basin drains south along 76th to the existing CB on the northwest
corner of 76th/232nd St SW continues south in 76th Av and then goes east to
Lake Ballinger at about 236th St and of course Lake Ballinger drains south in
Macaleer Creek to Lake Washington in about 3 miles.
The soils map as shown on page 2B by SCS shows that the site is
mostly in type C soil and is typed as Alderwood Urban Land Complex, 2 to 8%
sloping.� The soil is drainable, but is only shallow to about 24 to 36" deep
before the soil consolidates into glacial till. In addition City standards map
allowing infiltration does not cover this area and therefore, infiltration is not
allowed in this area.
Part 11 Drainage Design for the Grading Plan
A. Detention Design Calculations
A calculation of impervious surfaces for both existing and developed
conditions to determine the detention volume for the 10 and 100 year storm for
this townhome development is shown on page 2A, the Hydrograph Input
Calculation Table.
2
DEAN HOUGH & ASSOCIATES
30-Oct-03
HYDROGRAPH IMPUT CALCULATION TABLE: CITY OF EDMONDS: SCL TOWNHOMES
ADDRESS: 2312476th Ave W
IMPERVIOUSIPERVIOUS AREA CALCULATIONS: DEVELOPED CONDITIONS
��6
--COT —NO.
1
---L—ENGTH
46.2
%WIDTH—
43
-TOTAL A—REA
1986.6
LENGTH
WIDTH
-T—TAL AREA
0
LENGTH
WIDTH
TOTAL AREA
0—
LENGTH
WIDTH
TOTAL AREA
0
0
0
0
0
1
46.2
—
43
—
1986.6
0
0—
0
0
0
0
0
1
46.2
43
1986.6
0—
0
0
0
0—
0
0
1
46.2
43
1986.6
0
0
0
01
01
01
43�
1986.61
1
1 uj
0
01
0
01
(PER AUTOCADI
1
1 69641
AREA DESCRIPTONIREMARKS
Qu.. � � - -1- ` -1 - - ----
TOTAL IMPERV. SURFACE = 16897.0 SO FT.= 0.388 ACRES LENGTH WIDTH TOTALAREA
TOTAL PERVIOUS SURFACE = PROJECT AREA - IMPERV SURFACE 0.1169 AC. PROJECT AREA ISO FT)= 303.251 60 24260 SO FT 0.557 ACRES
ADD NEW RD PAVING & S/W= 0 SO FT PROJECT AREA + NEW RD= 24260 SO FT 0.557 ACRES
IMPERVIOUSIPERVIOUS AREA CALCULATIONS: EXISTING CONDITIONS
....... l A. Al. KA1Qr
I LOT NO.
TH
WIDTH
TOTAL ARD
I WIDTH
LENGTH
WIDTH
i
I TOTAI-An
LENGTH
WIDTH
TOTAL ARLA,j
1
62.11
28.31
.431—LENGTH
1151.431
100.61
101TOTALAREA1
2
10.51
01
01
01
i
01
01
Qu. . . I - 11--
TOTAL IMPERV. SURFACE 3630.4 SO FT.= 0.083 ACRES
TOTAL PERVIOUS SURFACE = PROJECT AREA - IMPERV SURFACE 0.474 AC.
10.5 = 1.0" 110 2.0" L100 3.00'
FOR R/D DETENTION THRESHHOLD CALCS:
TIME OF CONCENTRATION: USE FOLLOWING PARAMETERS
FLOW TYPE LENGTH U/S ELEV. D/S ELEV SLOPE SURFACE TYPE
ISHEET 180 379.1 3751 0.02!28 12nd Gr Forest Cn =
I — I I ---I— I Cn =
SHALLOW I I I I
Hydin2306.1231
AREA DESCRIPTON/REMARKS
Ex shed
onc. patio
idewalk
COMPOSITE Cn CALCULATIONS: For developed conditions
81 FOR SURFACE TYPE: 2ND GROWTH FOREST AREA OF SURFACE:
90 FOR SURFACE TYPE: 50-75% GRASSED AREA AREA OF SURFACE:
PAGE 2A
0.474
ACRES
0.083 ACRES
0.169 ACRES
0.388 ACRES
0
0 0
The above noted table shows that the proposed impervious area
includes the driveway, apartment buildings and street improvement areas
which is zero, and that the existing condition involves second growth forest of
alders with no impervious surface even though there is a concrete driveway
and the existing house. The area of the access driveway paving (shaded area)
including sidewalk was determined by Autocad. Also on this table the storm
intensities for the City of Edmonds is listed. The curve numbers of 98 and 81
for impervious and second growth forest were used here. After development
the Cn rises to 90 for 50 to 75% grass on this type C soil.
The route that water travels on site is indicated on page 1 of Appendix A
as sheet flow from the north property line of the site going somewhat on a
diagonal southwesterly to the south property line for 180 feet through second
growth forest at 2.3% slope. The actual time for flow to go this distance using
sheet flow becomes 47.6 minutes. The Waterworks software determines the
peak 100 year storm peak flow on site in Basin A by creating six hydrographs
See page I and 2 of Appendix A. The Waterworks calculations shows that
there is about 0.23 cfs increase in the 100 year - 24 hour peak in storm flow.
It should be noted that the time for flow concentration for developed
flows will be faster off site than the existing conditions since developed
conditions will have a higher impervious area. With the minimum standard
time of 10 minutes, the hydrograph for the developed conditions is maximum
and will provide the greatest possible difference and amount of storm flow to
detain to protect the existing downstream structures.
The calculation of detention calls for 260' of 33" diameter pipe or 1544
cu ft.; therefore, the actual 258' of 33" diameter pipe provides 1536 cu. Ft and
the volume in the three type 11 manholes which is not included in the
Waterworks volume calculations provides 50 cu ft needed to fulfill the total
required volume of 1544 cu ft. See Page 4 for orifice sizes and location
(elevation) and page 5 for peak water level for both storms. The actual volume
used is 1386 cu ft and therefore the water level is below the top of pipe at 0.44'
below soffit.
B. Culvert Conveyance Analysis
To check available capacity for the new pipe going from site that joins
the existing pipe to the existing manhole, the full developed 100 year-24 hour
on site storm flow of 0.34 cfs for 0.4 acres. See Appendix A - page 1.
Combine this with the upstream flow coming south along 76th Av W from site
and CB #2 (type 1) to test the new storm drain pipe. See page 3A for drainage
basin that contributes to the nearby CB which is 1.6 acres. Even at 4 times the
THE ON AND OFFSITE DRAINAGE BASIN MAP
ON & OFFSITE BASIN AREA 1.61 AC.—
(o
E)L APT BLDG I D'VENTION PIPE
BENCH'MARK: SSi4H §103,,NV-369.01,��--
2. SEWER MAIN
7
NEW SSUH#I-
3
FE
6!,FENCE
-40'?�w
N /89 63.24',
RAW.
10, PW. Ej SEMENT,
(T 21
I ;� c�
p �PII-111 5 P-11* P-j p
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UMT 5B UNIT 5A, 0
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z
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cd H.L Anyp�
b
.6
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s 303.26' 6'. r 30. 1
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0.45'
IP
(D
I I
NATUR& DISCHMME POINT: EX. CB---' PAGE 3A
LN
\ACAD98\SCL-76TH\C23O6PLS1.DWr3 10/31/03
(6
U:
d
Z
W
0
FIGURE 4.2.1.F NOMOGRAPH FOR -SIZING. CIRCULAR DRAINS FLOWING FU�L
1,0C
900
800
700
600
�*Tf
:1 LOR
300
120
-108
200
�88
-84
-78
-72
-66
100 -60
90 -64
80 -48
70 W
X 42
60 0
50 Z -36
z. -33
40 -30
50
W
9: -27�
0-
30 U_ -24
0 -21
cc
20 W -18
W
115
8
5
12
10 -10
9 SAM
8
7 -8 24� d
6 17cfc
(n=O
4 Valu
Q
3
This
to ot
2 form
1
.0001
-2.0
.0002
.0003
Minimum
Allowable
.0004
.0005
.0001
Velocity
I **
***:-3.0
.0006
(Flowing
.0008
.0002
Full)
"Rt
CM 001
q
.0003
0004
0005
-4.0
cc
.0006
.00
0 3
.0008
U_
W 004
005
.001
15.0
CL
0 .006
.008
.01
.002
N z
- 0
C)
C; cc)
6.0
.003
.004
cc
7.0
.02
.005
0
u-
W
a.
.006
.03
.008
1z
8.0
.04
.01
W
U_
9.0
Aco
z
020
10.0
10
t
.030
0
0
.040
.050
W
>
.060
.080
.100
PLE USE
ia. CMP @ 2% slope yields
@ 5.4 fps velocity
.024)
es per Manning's equation
1--49- ) AR2/3 SOY2
n
table can be -converted
her"n"values by applying
ula:
Q1 n2
Q2 nl
30.0
40.0
0 0
onsite flow of 0.34 cfs or 1.4 cfs it will not test the new pipe which will hold 4.8
cfs under normal uniform flow conditions and at 1.5% slope. See page 3B
Nomograph to determine the normal uniform flow handled by this pipe at 1.5%
slope and 12" in diameter being smooth wall inside. Since the pipe will be
more than adequate to contain the projected onsite storm flow and even
upstream flow, no conveyance is presented here other than the above
nomograph study of capacity for the new storm drain extension along 76th Av
to the site. See sheet C2/3 for the plan and profile of the storm drain
extension.
C. Water Quality Design for Storm Filter Vaults
Two water quality storm filter vaults or catch basins are used here.
Water quality standards requires that the 6 month water quality storm to be
infiltrated in the water quality system if the storm filter vault(s) is used. See
Appendix B - page 1 for the 6 month storm hydrograph. Since the driveway
pavement is crested at the east 1/3 point in the driveway, 70% of the drainage
goes west to the 2 cartridge unit and the east 30% of the flow goes to CB # 3A
1 cartridge unit. The following is the calculation of flow and calculation of
number of cartridges needed to filter the 6 month storm for this site:
R = rate per cartridge = 15 gal/min.
Q-0.5 = 0.08 Qu Ft/sec (see Appendix B - page 1)
N = # of cartridges needed for site = (0.08 x 449 gpm/cfs)/15gpm = 2.4
At 70% of the flow # of cartridges used in CB #4A =
=(0.08x449)*0.7/15 = 1.7 units or 2 units rounding up.
AT 30% of the flow # of cartridges used in CB #3A =
=(.08x449)*0.3/15 = 0.7 units or 1 cartridge rounding up.
0-" v4t
Pr
L�q
J
o
-f '0
-12
4
0
Waterworks Printouts:
A. Detention Design Calculations
B. Water Quality Design Hydrograph
page 1-5
page 1
10/23/03 7:59:26 pm Dean Hough & As 0 iates page 1
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOME8
APPENDIX A:DETENTION DESIGN:10/100YR 24H
BASIN SUMMARY
BASIN ID: A100DEV
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: BASIN A DEV. COND. 100YR-24HR
0.56 Acre�
TYPElA
3'.00 inches
10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.34 CfS VOL:
BASIN ID: A100EX
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.16 Acres
90.00
10.00 min
0.11 Ac-ft TIME: 500 min
NAME: BASIN A EX. COND. 100YR-24HR
0.56 Acres
TYPElA
3.00 inches
10.00 min
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.56 Acres
81.00
47.63 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 180.00 ns:0.4000 p2yr: 1.50 S:0.0228
PEAK RATE: 0.11 cfs VOL: 0.06 Ac-ft TIME: 530 min
BASIN ID: AlODEV.
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: BASIN A DEV. COND. 10YR-24HR
0.56 Acres
TYPElA
2.00 inches
10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.21 cfs VOL:
BASIN ID: A10EX
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.16 Acres
90.00
10.00 min
0.07 Ac-ft TIME: 500 min
NAME: BASIN A EX. COND. 10YR-24HR
0.56 Acres
TYPElA
2.00 inches
10.00 min
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.56 Acres
81.00
47.63 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 180.00 ns:0.4000 p2yr: 1.50 s:0.0228
PEAK RATE: 0.04 cfs VOL: 0.03 Ac-ft TIME: 530 min
IMP
0.40 Acres
98.00
10.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.40 Acres
98.00
10.00 min
IMP
0.00 Acres
0.00
0.00 min
9 0
10/23/03 7:59:28 pm Dean Hough & Associates page
EDMONDS: FOR SCL ENTERPRISESr LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD RUNOFF
OF
OF
Contrib
NUM RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1 0.038
780
3099 cf
0.56
2 0.111
580
4992 cf
0.56
2
9 0
10/23/03 7:59:28 pm Dean Ho.ugh & Associates page 3
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10-/100YR 24H
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No. S1
Description: STORAGE PIPE, S1
Diameter: 2.75 ft. Length: 260.00 ft.
Slope ... : 0.0000 ft/ft upstr: dnstr:
0 0
10/23/03 7:59:28 pm Dean Hough & Associates page 4
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. ORI
Description: ORIFICE STR. OR1
Outlet Elev: 372.00
Elev: 370.00 ft Orifice Diameter: 1.0474 in.
Elev: 373.80 ft Orifice 2 Diameter: 1.8369 in.
0 0
10/23/03 7:59:30 pm Dean Hough & Associates page 5
EDMONDS: FOR SCL ENTERPRISES1 LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO-,-DIS- <-PEAK-> OUTFLOW STORAGE
< -------- DESCRIPTION --------- > (Cfs) (cfs) --id- --id- <-STAGE> A (cfs) VOL (cf)
10 YEAR STORM DESIGN ......... 0.04 0.21 Sl OR1 373.67 1 0.04 980.58 cf
100 YR STORM DESIGN .......... 0.11 0.34 Sl OR1 374.31 2 0.11 1385.77 cf
__0
-Jos
0
10/21/03 4:55:16 pM Dean Hough & Ass* iates page 1
EDMONDS: FOR SCL ENTERPRISES1 LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX B:WATER QUALITY:6 MON 24 HR-DEV
BASIN SUMMARY
BASIN ID: AO.5DEV
NAME: BASIN A DEV.
COND. 6 MON 24HR
SCS METHODOLOGY
TOTAL AREA ....... :
0.56 Acreg
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
1.00 inches
AREA..:
0.17 Acres
0.39 Acres
TIME INTERVAL .....
10.00 min
CN ....
: 90.00
98.00
TC ....
: 10.00 min
5.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.08
cfs VOL: 0.03
Ac-ft
TIME: 500 min
i
DEAN HOUGH & ASSOCIATES
8918 11th St NE
Everett WA 98205-1407
Phone & Fax: 425-335-0262
......................................................................................................................
Technical Information Report Addendum
RtCERVE]
for SCL ENTERPRISES TOWNHOMES
MAR I 12004:
In City of Edmonds PERMIT COUNfl�,
At 23124 76th Avenue West
............................................................ .................................. ... .
Prepared by
Dean M Hough, PE
Consulting Engineer
I EXPIRES: 4
For Mr Don Fiene, PE Asst. City Engineer
Development Services Department
City of Edmonds, WA
Owner: Shaun C Leiser/SCL Enterprises, LLC
At
January 16, 2004/Revised March 10, 2004
STHrr"EET IRLE
DEAN HOUGH & ASSOCIATES
8918 11th St NE
Everett WA 98205-1407
Phone & Fax: 425-335-0262
Qu?-'N�
tv
Technical Information Report C,.Pj
for SCL ENTERPRISES TOWNHOMES (ot � 4
4.D-0-
In City of Edmonds
At 23124 76th Avenue West ty
.................................................................................................... ......
Ho
Prepared by
Dean M Hough, PE
Consulting Engineer
For Mr Don Fiene, PE Asst. City Engineer
Development Services Department
City of Edmonds, WA
Owner: Shaun C Leiser/SCL Enterprises, LLC
November 3, 2003
17021
NOV 13 2003
S7F4Ef571— F/LF, DEVELOPMENT SERVICES CTR.
cITY OF EDMONDS
i
Here on January 16, 2004 AND AGAIN ON 3/10104 a T. 1. R. Addendum is
submitted along with the civil and surveyor construction plans for a 10
townhome complex in the City of Edmonds addressed as 23124 76th Av W for
SCL Enterprises, LLC. This SEPA grading permit application is to comply with
City of Edmonds grading requirements and the drainage is to comply with City
Development Code, Chapter 18.30 and City of Edmonds drainage ordinance
requirements. PAGES 3 THRU 6 HAVE BEEN CHANGED TO INCLUDE
INFORMATION ON THE FILTER CATCH BASINS AND TO EXPAND THE
DETENTION TO PROVIDE FOR A 0.01 ACRE BYPASS OF DRAINAGE
FROM SITE.
Part I The Project Proposal
A. Existing Conditions
This project is to obtain permits for grading and providing storm
drainage and utility improvements for a townhome complex at the crest of a hill
on 76th AV W and south of Pacific Highway.
The site is a single family residence with about 15 tall fir trees in the
backyard and which is surrounded on the south by two abandoned single
family homes and a new duplex; on the west by a commercial site and on the
north by an old apartment complex. The existing home and all trees will be
removed to make way for the development. It is situated on the west side of
76th Av W about 100' north of 232nd St SW. The site slopes from west to east
in general but specifically about Zfeet from north to south at 2.5% slope. To
make access into the site some minor grading will be necessary for the 24'
wide driveway/sidewalk. This apartment complex will take access off 76th Av
W using an asphalt driveway along the north property line. No rockeries or
retaining walls will be needed, but will make use of the existing 2' concrete wall
along the south property line. Generally the site is flat. A SEPA checklist for
this development will be submitted by the owner.
. A 33" detention pipe is parallel to the north property line and will drain
along a "bumped over" storm drain extension at 3' east of curb face at the front
of site. The drain is moved over because an intefering sewer manhole on its
alignment. See DHA sheet C.1/3. The downspouts will drain into the two storm
filter vaults for water quality before draining into the restrictor manhole be
detained and then go south along the new storm drain extension to join the
existing CB noted above. Also the foundation drains can go into the detention
pipe since the pipe is about 1.5' below the foundation.
The access will use the full 27wide driveway from face of duplexes to
north property line for utililties and vehicle - pedestrian access. This corridor
will service all utilities including storm, sewer, water for fire and domestic,
power, telephone, cable and gas. The driveway will be with reverse crown so
that the north side of the driveway slopes at 2% to gutter as shown in section
A -A and at 13.3% maximum to the steepest approach to garage floor on the
south side of driveway.
The apartment configuration is this - that the first floor drops 6 inches
into the garage. From the living space the hard landscaping will be accessed
with steps in the back, drop about 2' to the concrete and trail off to elevation
376 at the existing 2' retaining wall at the south property line. . As can be
seen in the profile the driveway will drain east and west from the crest at the
east 1/3 point and drain into the two storm filter vaults for water quality.
B. Offsite Analysis
Seventy-sixth Av W rises going north for about 1600' to the site which is
close to the crest and then drops about 40' in about another 1500' to join
Pacific Highway on askew angle. The site is about 100 to 200'south of this
crest. 'The first catch basin that drains the site basin is on the west side of 76th
at the north side of 232nd St SW. See the topographic map by Emerald Land
Survey. This basin drains south along 76th to the existing CB on the northwest
corner of 76th/232nd St SW continues south in 76th Av and then goes east to
Lake Ballinger at about 236th St and of course Lake Ballinger drains south in
Macaleer Creek to Lake Washington in about 3 miles.
The soils map as shown on page 213 by SCS shows that the site is
mostly in type C soil and is typed as Alderwood Urban Land Complex, 2 to 8%
sloping. The soil is drainable, but is only shallow to about 24 to 36" deep
before the soil consolidates into glacial till. In addition City standards map
allowing infiltration does not cover this area and therefore, infiltration is not
allowed in this area.
Part 11 Drainage Design for the Grading Plan
A. Detention Design Calculations
A calculation of impervious surfaces for both existing and developed -
conditions to determine the detention volume for the 10 and 100 year storm for
this townhome development is shown on page 2A, the Hydrograph Input
Calculation Table.
DEAN HOUGH & ASSOCIATES
30-OcI-03
HYDROGRAPH IMPUT CALCULATION TABLE: CITY OF EDMONDS: SCLTOWNHOMES
ADDRESS: 23124 76th Ave W
IMPERVIOUSIPERVIOUS AREA CALCULATIONS: DEVELOPED CONDITIONS
RA1qr
I LOT NO. I
LENGTH
WIDTH
TOTAL AREA
LENGTH
WIDTH
TOTALAREA
LENGTH
WIDTH
TOTALAREA
LENGTH
WIDTH
TOTALAREA
1
46.21
43
119m.t$
0
0
0
1
0
0
0
0
1
462
43
1986.6
0
0
0
0
0
0
0
--43
462
—1986.6
0
0
0
462
43
1988.6
0
0
0
0
01
u I
462
43
1986.6
0
9
0
00
0
0
0
0
o
TPER —Aumcm
6964
0
0
AREA DESCRIPTON/REMARKS
bUb 1U IAL imrmmv. aum—�.
TOTAL IMPERV. SURFACE = 16897.0 SQ FT.= 0.388 ACRES LENGTH WIDTH TOTAL AREA
TOTAL PERVIOUS SURFACE = PROJECT AREA - IMPERV SURFACE 0.169 AC. PROJECT AREA (SO FT)= 303.251 80 24260 SO FT 0.557 ACRES
ADD NEW RD PAVING & SIW= 0 SO FT PROJECT AREA + NEW RD= 24260 SO FT 0.557 ACRES
IMPERVIOUSIPERVIOUS AREA CALCULATIONS: EXISTING CONDITIONS
—A— RAIQ�
LOT NO.
LENGTH
I WIDTH
I TOTAL AREA
LENGTH
WIbfR—
I TOTAL AREA
LENGTH
WIDTH
TOTAL AREA
DTH
TOTAL AREA
62.11
28.31
1757.43
100.61
1!E
0061
101
105
121
480
01
31
282
TOTAL IMPERV. SURFACE 3630.4 SO FT.= 0.083 ACRES
TOTAL PERVIOUS SURFACE = PROJECT AREA - IMPERV SURFACE 0.474 AC.
10.5 = 1.01 110 2.0" L1100 100"
FOR R/D DETENTION THRESHHOLD CALCS:
TIME OF CONCENTRATION: USE FOLLOWING PARAMETERS
FLOW TYPE LENGTH U/S ELEV. D/S ELEV SLOPE SURFACE TYPE
I SHEET 1801 379.11 3751 0.022812nd Gr Forest I
I I I i Cn =
I SHALLOW I I I Cn =
Hydin2308.1231
AREA DESCRIPTONIREMARKS
Ex. shed
Ex conc. patio
=x. sidewalk
COMPOSITE Cn CALCULATIONS: For developed conditions
81 FOR SURFACE TYPE: 2ND GROWTH FOREST AREA OF SURFACE
90 FOR SURFACE TYPE: 50-75% GRASSED AREA AREA OF SURFACE
PAGE 2A
0.474
ACRES
0.083 ACRES
0.169 ACRES
0.388 ACRES
IN%
The above noted table shows that the proposed impervious area
includes the driveway, apartment buildings and street improvement areas
which is zero, and that the existing condition involves second growth forest of
alders with no impervious surface eventhough there is a concrete driveway
and the existing house. The area of the access driveway paving (shaded area)
including sidewalk was determined by Autocad. Also.on this table the storm:
intensities for the City of Edmonds is listed. The curve numbers of 980nd 81
for impervious and second growth forest were used here. After development
the Cn rises to 90 for 50 to 75% grass on this type C soil.
The route that water travels on site is indicated on page 1 of Appendix A
as sheet flow from the nort ' h property line of the site going somewhat on a
diagonal southwesterly to the south property line for 180 feet through second
growth forest at 2.3% slope. The actual'time for flow to go this distance using
sheetflow becomes�A,7.6; minutes. TheWaterworks software determines the
peak 100 year storm peak flow on site in Basin A by creating six hydrographs
See page I and 2,.&�Appendiix.'.A. The Waterworkscalculations shoWs-that
there is about 0.23� cls increase in the. 100 year - 24 hour peak in storm -flow.
. HERE A BYPASS AREA OF 0.01 ACRES IS ALLOWED ON THE. BASIS
THAT THE EXISTING RELEASE RATES ARE REDUCED BY THE AMOUNT
NOT DETAINED BUT ALLOWED TO SURFACE FLOW OFF SITE. S EE
PAGE 3D FOR THE DRAINAGE AREA. FOR THE BYPASS AREA THE
STANDARD TIME OF CONCENTRATION OF F10 MINUTES WAS USED.
SEE APPENDIX A - PAGE 2 FOR THE BYPASS FLOW. THIS WAS
DEDUCTED FROM THE EXISTING RELEASE RATES AND THE FULL
RELEASE RATES ARE SUMMED UP AND THESE HYDROGRAPH -RESULTS
ARE SHOWN ON PAGE 3 OF APPENDIX A. THIS INCREASE THE WATER
LEVELS 0.20'AND REDUCED THE ORIFICE SIZES TO THAT SHOWN ON
PAGE 5.
It should be noted that the time for flow concentration for developed
flows will be faster off site than the existing conditions since developed
I
conditions will have a higher impervious area. With the minimum standard
time of 10 minutes, the hydrograph for the developed conditions is maximum
and will provide the greatest possible difference and amount of storm flow to
detain to protect the existing downstream structures.
The calculation of detention calls for 260' of 33" diameter pipe or 1544
cu ft.; therefore, the actual 258' of 33" diameter pipe provides 1536 cu'. Ft and
the volume in the three type 11 manholes which is not included in the ,
Waterworks volume calculations provides 50 cu ft needed to fulfill the total
required volume of 1544 cu ft. See Page 5 for orifice sizes and location
3
THE ON AND OFFSITE DRAINAGE BASIN MAP
ON & OFFSITE BASIN AREA 1.61 AC.---,
EX. APT BLDG
I DEIENTION PIPE
BENT/MARK: SSMH
2 SEWER MA114
NEW I
> Ssm p
I
#4 f-C
IF
10' PUDIEJ SEMEN
b to
P 9
p Ej
p z F/ .1 1 / 9 t /Co o
UNIT 58 lj IT T 4 'UN jklT 3B A UNIT/,2A UNI" 113 U N 1 0
Id
HARD FCAK z
8XI 0
F
JdC�L: L J
S. F E�N 3-
9*44� 30' #1
'IT 41�/2A
�p UlNllt/�
/u
E)L OUR EX 0
Am"
THE >
P T CO' LO,
OC T,l�
EX HOUSZ
EX HOUSE
(.0
1�71
co
/232ND S/T S,,W EX
NATURAL DISCHARGE PMT* EX. C8-- PAGE 3A
mmfl�m
K
\ACAD98\SCL-76TH\C2306PLSl.DWG 10/31/03
FIGURE 4.2.1.F NOMOGRAPH FOR SIZING CIRCULAR DRAINS FLOWING FULL
1,000
900
800
700
600
411111
Hiff,
300
200
—100
--w- 90
Z- 80
=-70
ui —60
L50
40
w
a
cc 30
x
0
CD
E5 �7 20,
10 m K 1
9
8
7
6
120
—108
—78
—72
—66
—60
—54
co
—48
w
— 42
Z
—36
z.
—33
w
—30
a-
—27�
0-
24
LL
0
—21
— 1
cc
)1
w
w
2
—180(
—15
12
1-10
.0001
—2.0
.0002
.0003
Minimum
AJlowable
.0004
.0005
.0001
Velocity
.0006
(FlovAng
Z-3.0
*0008
.0002
Full)
CM .001
q
.0003
0004
002
0005
-4.0
Cr
.0006
—
0 .00:
.0008
LL
w . 004
.001
5.0
a. .005
0 .006
00 uud
.01
.002
.003
C1.1 Z.-
0
0
co
L6. 0
.004
Er
Cc
.02
.005
0
w
0-
-7.0
.006
LL
-
.03
.008
Li
-8.0
.04
.01
w
LL
-
.05
CO
9.0
.06
Z
.020
10.0
10
.030
0
.040
1
.050
w
>
.060
.080
.100
SAMPLE USE
8 247 dia. CMP @ 2% slope yields
1 7cfs @ 5.4 fps velocity
6 (n--0.024)
4 Values per Manning's equation
Q-- 1--49- ) AR2/3 S 1/2
3 n
This table can be -converted
to other"n"values by applying
2 formula:
Q1 n2
Q2 nl
1
PAGE 3B
BYPAgS AREA MAP
3'
�TS
-z n I
(elevation) and page 6 for peak water level for both storms FOR THE -
ENLARGED DETENTION VOLUME TO ALLOW BYPASS. The actual volume
used OF 1484 cu ft IS FOR THE FINAL DETENTION VOLUME. The water
level is below the top of pipe BY 0.23' below soffit.
B. Culvert Conveyance Analysis
To check available capacity for the new pipe going from site that joins
the existing pipe to the existing manhole, the full developed 100 year-24 hour
on site storm flow of 0.34 cfs for 0.4 acres. See Appendix A - page 1.
Combine this with the upstream flow coming south along 76th Av W from site
and CB #2 (type 1) to test the new storm drain pipe. See page 3A for drainage
basin that contributes to the nearby CB which is 1.6 acres. Even at 4 times the
onsite flow of 0.34 cls or 1.4 cls it will not test the new pipe which will hold 4.8
cfs under normal uniform flow conditions and at 1.5% slope. See page 3B
Nomograph to determine the normal uniform flow handled by this pipe at 1.5%
slope and 12" in diameter being smooth wall inside. Since the pipe will be
more than adequate to contain the projected onsite storm flow and even
upstream flow, no conveyance is presented here other than the above
nomograph study of capacity for the new storm drain extension along 76th Av
to the site. See sheet C2/3 for the plan and profile of the storm drain
extension.
C. Water Quality Design for Storm Filter Vauft
Two water quality storm filter vaults or catch basins are used here.
Water quality standards requires that the 6 month water quality storm to be
infiltrated in the water quality system if the storm filter vault(s) is used. See
Appendix B - page 1 for the 6 month storm hydrograph. Since the driveway
pavement is crested at the east 1/3 point in the driveway, 70% of the drainage
goes west to the 2 cartridge unit and the east 30% of the flow goes to CB # 3A
1 cartridge unit. The following is the calculation of flow and calculation of
number of cartridges needed to filter the 6 month storm for this site:
R = rate per cartridge = 15 gal/min.
Q-0.5 = 0.08 Cu Ft/sec (see Appendix B - page 1)
N = # of cartridges needed for site = (0.08 x 449 gpm/cfs)/l 5gpm = 2.4
At 70% of the flow # of cartridges used in CB #4A =
=(0.08x449)*0.7/15 = 1.7 units or 2 units rounding up.
AT 30% of the flow # of cartridges used in CB #3A =
=(.O8x449)*0.3/15 = 0.7 units or 1 cartridge rounding up.
C1 This catch basin filter system contains 3 chambers; one to distribute the
incoming water through the grate over a weir system into the cartridge
chambers. When the water rises to the bottom of the cartridge water flows
through the media, which is perlite - an inert material which will filter out
sediment and oil from crankcase droppings. Once through the media it goes to
the core drains down through a piping sytem and out and in our case to the
detention piping. The oil going through the cartridge will be absorbed on the
perlite material and keep the water flowing through clean and without
pollutants.
C2 Maintenance of the cartridge is fairly simple: the covers over the cartridge
chambers are removed along with the cartridge and the cartridge needs to be
replaced from time to time. Storm Water Management, the manufacturer, will
inspect, maintain the system catch basins after built and certify its operation
and maintenance. Thereafter, the owner will of this development will be
required to check to make sure that flow through the system is adequate and
working on a 3 month basis. He may have to replace the cartridge on a year to
2 year basis. The above calculations show that the two Cbs are more than
adequate to handle the 6 month water quality storm of 0.08 cfs. It is
anticipated that the cartridges will need to be replaced more like 2 years,
depending on the pollutants generated after construction.
Waterworks Printouts:
A. Detention Design Calculations page 1-6
B. Water Quality Design Hydrograph page 1
C. Storm Filter Catch Basin Detail: 2 Cartridge CB SEE SHEET 3A
Palbackupnohjs&%wkhvofdprot.c23OBrPLhNP llrSM&3110104
3/10/04 12:49:33 am Dean Hough & Associates page 1
EDMONDS: FOR SCLENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
BASIN SUMMARY
BASIN ID: A100DEV
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: BASIN A DEV. COND. 100YR-24HR
0.56 Acres
TYPElA
3.00 inches
10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.34 cfs VOL:
BASIN ID: A100EX
SCS METHODOLOGY
TOTAL AREA .......
RAINFALL TYPE-.':
PRECIPITATION .... :
TIME INTERVAL .... :
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.16 Acres
90.00
10.00 min
0.11 Ac-ft TIME: 500 min
NAME: BASIN A EX. COND. 100YR-24HR
0.56-Acres
TYPElA
3.00 inches
10.00 min
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.56 Acres
81.00
47.63 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 180.00 ns:0.4000 p2yr: 1.50 s:0.0228
PEAK RATE: 0.11 cfs VOL: 0.06 Ac-ft TIME: 530 min
BASIN ID: A10DEV
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
NAME: BASIN A DEV. COND. 10YR-24HR
0.56 Acres
TYPElA
2.00 inches
10.00 min
ABSTRACTION COEFF: 0.20
PEAK RATE: 0.21 cfs VOL:
BASIN ID: A10EX
SCS METHODOLOGY
TOTAL AREA ....... :
RAINFALL TYPE .... :
PRECIPITATION .... :
TIME INTERVAL .... :
BASEFLOWS:
AREA. . :
CN .... :
TC .... :
0.00 cfs
PERV
0.16 Acres
90.00
10. 00 min
0.07 Ac-ft TIME: 500 min
NAME: BASIN A EX. COND. 10YR-24HR
0.56 Acres
TYPElA
2.00 inches
10.00 min
BASEFLOWS:
AREA. . :
CN ....
TC ....
0.00 cfs
PERV
0.56 Acres
81.00
47.63 min
ABSTRACTION COEFF: 0.20
TcReach - Sheet L: 180.00 ns:0.4000 p2yr: 1.50 s:0.0228
PEAK RATE: 0.04 cfs VOL: 0.03 Ac-ft TIME: 530 min
IMP
0.40 Acres
98.00
10.00 min
IMP
0.00 Acres
0.00
0.00 min
IMP
0.40 Acres
98.00
10.00 min
IMP
0.00 Acres
0.00
0.00 min
3/10/04 12:49:35
am Dean Hough & Associates
page 2
EDMONDS: FOR SCL ENTERPRISES,
LLC
Address:23116 76TH
AV W - 5 TOWNHOMES
APPENDIX A:DETENTION
DESIGN:10/100YR 24H
BASIN SUMMARY
BASIN ID: OFF100YR
NAME: OFFSITE RELEASE
BASIN100YR24HR
SCS METHODOLOGY
TOTAL AREA ....... :
0.01 Acres BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
3.00 inches AREA..:
0.00 Acres
0.01 Acres
TIME INTERVAL .... :
10.00 min - CN .... :
0.00
98.00
TC .... :
0.00 min
10.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.01
cfs VOL: 0.00 Ac-ft TIME:
500 min
BASIN ID: OFF10YR
NAME: OFFSITE RELEASE BASIN 10YR24HR
SCS METHODOLOGY
TOTAL AREA ....... :
0.01 Acres BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
2.00 inches AREA..:
0.00 Acres
0.01 Acres
TIME INTERVAL .... :
10.00 min CN .... :
0.00
98.00
TC .... :
0.00 min
10.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.00
cfs VOL: 0.00 Ac-ft TIME:
500 min
3/10/04 12:49:36 am Dean.Hough & Associates page
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
HYDROGRAPH SUMMARY
PEAK
TIME
VOLUME
HYD RUNOFF
OF
OF
Contrib
NUM RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
0.036
850
3099 cf
0.56
2 0.100
590
4992 cf
0.56
3
3/10/04 12:49:36 am Dean.Hough & Associates page
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
STORAGE STRUCTURE LIST
UNDERGROUND PIPE ID No. S1
Description: STORAGE PIPE, S1
Diameter: 2.75 ft. Length: 260.00 ft.
Slope... : 0.0000 ft/ft upstr: dnstr:
4
3/10/04 12:49:36 am Dean,Hough & Associates page 5
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
DISCHARGE STRUCTURE LIST
MULTIPLE ORIFICE ID No. OR1
Description: ORIFICE STR. OR1
Outlet Elev: 372.00
Elev: 370.00 ft Orifice Diameter: 0.9990 in.
Elev: 373.90 ft Orifice 2 Diameter: 1.6289 in.
3/10/04 12:49:38 am Dean Hough & Associates page 6
EDMONDS: FOR SCL ENTERPRISES, LLC
Address:23116 76TH AV W - 5 TOWNHOMES
APPENDIX A:DETENTION DESIGN:10/100YR 24H
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> OUTFLOW STORAGE
< -------- DESCRIPTION --------- > (Cfs) (efs) --id- --id- <-STAGE> A (cfs) VOL (cf)
10 YEAR STORM DESIGN ......... 0.04 0.21 Sl OR1 373.77 1 0.04 1050.06 cf
100 YR STORM DESIGN .......... 0.10 0.34 Sl OR1 374.52 2 0.10 1483.57 Cf
10/21/03 4:55:16
pm Dean
Hough & Associates
page 1
EDMONDS: FOR SCL
ENTERPRISES1 LLC
Address:23116 76TH
AV W - 5 TOWNHOMES
APPENDIX B:WATER QUALITY:6 MON 24
HR-DEV
BASIN
SUMMARY
BASIN ID: AO.5DEV
NAME: BASIN
A DEV. COND. 6 MON 24HR
SCS METHODOLOGY
TOTAL AREA .......
0.56 Acres
BA$EFLOWS: 0.00 cfs
RAINFALL TYPE ....
TYPElA
PERV
IMP
PRECIPITATION ....
1.00 inches
AREA..: 0.17 Acres
0.39 Acres
TIME INTERVAL ....
10.00 min
CN .... : 90.00
98.00
TC .... : 10.00 min
5.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: 0.08
cfs VOL: 0.03
Ac-ft TIME: 500 min
Aug 23 04 10:00a
0. 1
CIYIL EN611VEERING By DHA
DEAN HOUGH & ASSOCIA TES
August 23, 2004
To: Lyle Chrisman/Engineering Program Mgr/City of Edmonds DSD
From: Dean M Hough, Pf
i
Re: SCL Enterprises Townhomes @ 23124 76th AV W
Pipe Size Revisi6n
According to a conversation with Don Fiene this date, it is OK to use the larger
36" N1 2 pipe for detention system in place of the 33" called out on the approved plan
and which is not manufactured in this size. This will change the restrictor configuration
to the following:
Maximum water 4urface(top of restrictor pipe) is: 374.27
100 yr orifice size changes to: 1.77' dia.
at New orifice elevation: 373.80
10 yr orifice size bhanges to: 1.01" dia.
at same orifice elevation noted on C1/3 restrictor detail: 372.00.
Everything else i 6 the detention system remains the same as approved.
The actual length of R/D pipe from inside of manhole to inside of manhole will be
257,37'; therefore, use 258' of N 12 pipe and cut to fit the manhole stationing shown on
sheet C 113.
If there is any question, feel free to call me at 425-335-0262.
I
P3:bwlowsANorMwrdwak230ftemr-d-l"
8918 11 th St NE
Everett, WA 98205-1407 Phone & Fax: 425-335-0262
Civil Engineer Lie# 17021
City of Edmonds Permit No4V 077
RIGHT-OF-WAY CONSTRUCTION PERMIT issue Date:
A. Address or Vicinity of Construction: 12-1-N VJ
B. Type of Work (be specific): UTI U Tol (t,) !%WJ.,4-rJ L-A g1f.) ftuc�og� 15�
C. Contractor: Contact:— 1_all�l
Maifing Address: 17,f.?l 4,,4,� 4. le 41 3;/,,, 4* P h o n e:
State'License -SC Z 0-0 h< Y Liability Insurance: Bond: $ 0V
D. B11111ding Pen -hit # (if applicable): Side Sewer Permit # (if applicable):
E. FT - Commercial Subdivision City Project E] EUC (PUD, VERIZON, PSE, AT& T, OVWD)
Multi -Family El Sil le Fa il El Other
fNSPECTOR:
F. PAVEMENT CUT: F-1 YES [I No G. SIZE OF CUT x
CONCRETE CUT: El YES El NO
AN'LICANT TO IZEAD AND SIGN
INDEMNITY. . Ahplicant understands by his/her signature to t ' his application helshe holdi the City of Edmonds harmless from
i . nj . uri . es, damages or claims of any kind or. description whatsoever, foreseen or unforeseen, that may be made against the City of
Edmonds or any o
f iis departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and-atiorneyfees by reason ofgranting thispermit.
THE CONTRACTOR IS, RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLORING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES KILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITYFORCES, AT WHICH TIMEA DEBITOR CREDITR7LL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT.
# traffic control and,public safety shall be in accordance with City regulations as required by the City. Engineer. Every
flagger must be traifiid as required by (WAC) 296-155-305 and must have certification *verifying completion of the
.required training in tfil6ir possession.
# Res - toration is to be in 'accordance with City codes. All street -cut trench Work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
# Three sets of constructiondrawings of proposed work are requiredwith the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
I HA VE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA TI MUSTMAKE THE PINK COPY OF THE PERMITA PAILABLE ONSITE A TALL TIMES FOR INSPECTIONS
Signature:
or. Agent),
Date:
FOR CITY USE ONLY
K
Approved by: A(z Right-of-way Fee:
Time Authorized: Void After 4/ Disr*uption fee/Fund I I I: W4�80
Special Conditions: JIW-Otu 4uTa,,,4 Ka?b U0 Sr 'Restoration Fee:
Fwo,) AWar>)-10 A,�W. 4kW Vw, lt�VleVnnkh Total Fee-:N(655
T W-f, AAVAbp G049. Receivt No: c�2 -tl 7g:OK 9
TAW. issue' d byl:. 1�/
,(t?rs*U W aseb 4w,- _4TCUTS :�,Yso
LIM I
TA"14 1�5�LL '7t0*NAVtf- TL;-15T&, �,, , P"
UPON COM PLETION OF PERMITTED WORK, AN ENGINEERING FINAL
INSPECTION IS REQUIRED PER CHAPTER 18.0.0 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODE (P ne 425�. 1-0220, Ext..1320
r 01 �7
FINAL APPROVAL OFPERMITTEDWORK. DATE:�qL�
C=�__%s'je�7®r sSFiinature
For inspection.requirements see Engineering Inspection Information handout. .
T
NO WORK SHALL 111'�GIN I'IZIOIZ TO PERMIT ISStJANCE I
4"
Ji
Perniit No: 01
City, of Edmonds 02!LM'F7(,o
i —7-OT
RIGHT-O&WAY CONSTRUCTION PERMIT Issue Date:
A. Address or Vicinity of Constructi
A L) c
Ld
B. Type of Work (be specific):
�Qca S I cx, VA
AV L A 5
a-5b Z)T
Di�A' t�� _D�VA
`)i(ie"A_)oXV' 9 C,
Contractor:
Contact: 5L),e31"C\1C_Y,
dess
MailingAddress: �413az I AL) J
Phone: a6c-, - L/ I �i - 4,;)'�)-1
�OCP -
H I.S - qj,�`7
P
4'.";'-1"-'StAie,License#: _P1 I V
n . �1- 0
'? oe
Liability Insurance: Bond: $
;�. n
-City Business License #: U
D. Building Permit # (if applicable):
Side Sewer Permit # (if applicable):
E. F� Commercial E] Subdivision 0 City Project E] EUC (PUD, VERIZON, PSE, COMCAST, OVWSD)
Multi -Family Single Family Other
INSPECTOR: %A\Al K I ealy -L
F. PAVEMENT CUT:. E] YES [:1 NO G. SIZE OF CUT x
CONCRETE CUT: F� YES n NO
G. E] Mail Approved Permit Call for Pickup
APPLICANT TO READ AND SIGN
INDEMNITY: Applicant understands by hislher signature to this application helshe holds the City of Edmonds harmless from
injuries, damages or claims of any -kind or description whatsoever, foreseem or unfo reseen, that may be made against the City of
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
_INSPECTION �ND ACCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITY FORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THEAPPLICANT.
Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion of the
required training in their possession.
Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved material prior to the end of the workday - NO EXCEPTIONS.
Three sets of construction drawings'9f proposed work are required with the permit application.
CALL D1,A1-',ADIG (1��800; 424-L5555)` PMOR TO BEGINNING WORK
I HA VE READ THE ABO VE STA TEMENTS AND UNDERSTAND THE PERMIT REQ UIREMENTS AND A CKNO WLEDGE
THA T I MUST MA KE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
Signature: Date: C)
(Contractor orAgen.t)-
Ri ht
-Approve Y: of;*i�,.-Fee
db A
Time Authorized! Void After'
Special Conditibns: A 0 'r?� - L� *_4
A�rs A
dJ;
- L-5—e- 'rLL 14 0 �0^f /_'N 0 7—/ At.t�4rAjm Q .1otarree: -4
't, N
#-7A K iA r 10" kr-11i, /4u. C I r V 6ir 60'44,v Recei' J
_12
u7-1 w rle!'S (WA rek. SA -\i'f - 14,4, 1"'AlLig, imlicity:'.'
A 7�C A _4A" Z:&-I—r
zlu ;'4'5 -6 iv. A r '1—N4F 'Sr6 tQ- A jA I
j;w 13
REQUIRED INSPECTIONS:
Call 425-771-0220, Ext. 1326for a 24-hour
FINAL APPROVAL OF PERMITTED WORK:
C- S v7) #� A 7- 1 ON
n request line.
DATE:
's Siinature
t 0
CADocurnents and SettingsTurtisNy Documents\Fonns\Engnmi\ROWpemit_.doc Rc�ised 10/01/03
Pilchuck Contradtors, InC.
� 678
Job # 106131
June 2, 2004
Sheet 1/1 Rob IngIls4
av3HY
MHOM
'OVOM
03SO13
V31MONS
V3W,kVMVMQL
= M =�
E)NIXWd MI
PRIVATE RD
t
41
50'
—PM—K —IN G-
— T--fe
MWAMYAPEA
E
SIDEWALK
CLOSED
CRANNEMAXION DEACE SPACING
MPH
MR
TANGENT
50/70
40
80
35/45
30
60
25/30
20
40
21 21,
;�PPROVED AS NOTED
BY ENGINEERING
Date: -f/ '7/0
Notes:
1. Ail signs and spacing to cor,!orm
to the MUTCD and City of Edmonds
Traffic Control specs. - z
2. Channelizing devices are 28"
traffic cones.
4. All signs are 48" x 48" B/O unless
otherwise specified.
5. Alert affected residents.
;71
LU
%0
N
3'X 6'WORK AREA
IN PKG. SHOULDER
OF 76th AVE W
--�HEROAD
WORK
AD
AHEAD
LEGEND
0
28" TRAFFIC CONE
WORKAREA
TRAFFIC FLOW
ARROWBOARD
2" INLINE TEE --
469'S CL & 158'W CL
(---')S CL
(---')W CL
2" x 1 114
PE REDUCER
468'S CL & 158'W CL
(___')S CL
(---')W CL
2" INLINE TEE
469'S CL & 213'W CL
( --- 1)S CL
(---')W CL
2"x 1 114"
PE REDUCER
468'S CL & 213'W CL
')S CL
(---')W CL
2" INLINE TEE
469'S CL & 268'W CL
( --- I)s CL
(---')W CL
2"x 1 114"
PE REDUCER
468'S CL & 268'W CL
(_--')S CL
(---')W CL
EOM 2"
PE CAP
469'S CL & 326'W CL
(_--')S CL
(---')W CL
PROPOSED 2" PE
IP MAIN 469'S CL
(---')S CL
INSTALL 27' OF
1 114 " PE IP
MA IN (T YPICA L)
EOM 1 114
PE CAP
434'S CL & 268'W CL
( --- 1)S CL
(---,)W CL
EOM 1 114"
PE CAP
434'S CL & 213'W CL
( *)S CL
(---')w CL
EOM 1 114
PE CAP
434'S CL & 158'W CL
(___ ')S CL
(---,)W CL
S 20'
R/W
1 10,
I
10,
PROPOSED GA5 1
6 5',
SEWER
CROSS SECTI ON OF B-B PVT RD
SCALE: 1 " = 10'
i r
n> 230TH ST SW
n--,
(UO�
cum
2"x 1 114"
PE REDUCER
46B'S CL & 103'W CL
')S CL
:9
*)W CL C14
'0 cnc
rn
04
2" INLINE TEE to �2
469'S CL & 103'W CL
C'i
(---')S CL
')W CL
--- CIA C14
Z"Z
.. . . .............
VT ROAD
Xi
UNIT UNIT; UNIT. UNIT 1,
UNIT UNIT! I
.4B 3B 2B I 1B 1A
5B a
-e, UNIT UNIT 'UNIT
Ur 2A
3A
A 4A
A
START
OF JT
2" FE VALVE
469'S CL & 32'W CL
(---')S CL
(---,)W CL
TIE- IN 2"
BRAJVCH SADDLE
469'S CL & 28'W CL
.)s CL
(---,)W CL
518" 243'N
T00-3 W
518" 243'N c4
1998
A
STANDARD GAS CONSTRUCTION NOTES:
1. ' FIELD LOCATE ALL UNDERGROUND UTILITIES. CALL "ONE -CALL' TWO WORKING DAYS PRIOR TO CONSTRUCTION. IN
INESTERN WASHINGTON CALL: 1-800-424-5555. IN KITTITAS COUNTY CALL: 1-800-553-4344
2. ALL CONSTRUCTION IS TO CONFORM TO PSE GAS OPERATING STANDARDS AND GAS FIELD PROCEDURES.
3. EROSION AND SEDIMENT CONTROL SHALL BE PER PSE STANDARD PRACTICE 0150.3200 TECHNIQUES FOR TEMPORARY
EROSION AND SEDIMENT CONTROL AND ANY ADD11IONAL LOCAL JURISDICTION REQUIREMENTS.
4. NOTIFY PROPERTY OWNERS ADJACENT TO PROPOSED CONSTRUCTION ACTIVITIES A MINIMUM OF TWO WORKING DAYS
PRIOR TO BEGINNING CONSTRUCTION. USE IS! TO DISTRIBUTE FLYERS IF JOB IS LARGE, OTHERWISE HAND
DELIVER FLYERS BE SURE TO INCLUDE THE LIST OF FREQUENTLY ASKED QUESTIONS AND INFORMATION ABOUT
THE OPPORTUNITY TO PURCHASE AN EXCESS FLOW VALVE WHEN THEIR SERVICE IS INSTALLED OR REPLACED
PER GAS OPERATING STANDARD 2550.1600. ALLOW ADEQUATE TIME FOR CUSTOMER DECISION AND RESPONSE.
5. ANY CHANGE IN ROUTE, TIE-IN METHOD OR ADDITIONAL MAIN FOOTAGE MUST BE APPROVED BY PSE GAS ENGINEERING
SERVICES. E FACILITIES. CHECK BOX ON REPORT FOR WIRE
6. COMPLETE "PIPE CONDITION REPORT" ON ALL EXPOSED EXISTING PS
BOX (TEST LEAD) INSTALLATION.
7. ACTIVE SERVICES DENOTED BY:
8. PIPELINE MARKERS AND WARNING SIGNS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS
OPERATING STANDARD 2525.2500.
9. VALVE MARKERS SHALL BE INSTALLED AND RECORDED BY THE CONTRACTOR PER PSE GAS OPERATING STANDARD
2525.2600 FOR ALL HP VALVES IF THE LOCATION IS NOT REDILY ACCESSI&E, AND FOR ALL VALVES WHERE
PERSISTAN T SNOWFALL MAY OBSCURE THE VALVE BOX -
`10. TO PREVENT ACCIDENTAL OVERPRESSURE OF ADJOINING SYSTEMS. NO TWO MAINS SHALL BE CONNECTED EXCEPT AS
SHOWN ON THIS DESIGN UNLESS APPROVED BY PSE GAS ENGINEERING SERVICES.
11. SYSTEM MAOP DENOTED BY: rSYSTEM MAEPP = -45- PSIG
12. RESTORE ALL DRIVEWAYS SUBJECT TO OPEN CUT TO ORIGINAL OR BETTER CONDITION.
13. GAUGE AND MONITOR USE OF ALL STOPPERS AND SQUEEZES TO ENSURE ADEQUATE FEED. (USE MANOMETER FOR
. LP SYSTEMS)
14. PURGE POINTS AND PRESSURE TAPS TO BE INSTALLED PER PSE GAS OPERATING STANDARDS 2525-3400, AND 2525.1200.
EOM 584'S
30' 30'
PVT ROAD R/W R/W
cum
CUN
234TH ST SW TYPICAL MAINLINE JOINT TRENCH DIMENSIONS
R1W or Excavated
PROPERTY LINE Dirt P"a
-Width varies per- 24" Min.
Curb 81dewAlk Number of UtIfid"
12- Typical
Final Grade
12" Min. 4" Min.
EOM 114"
PE CAP Inal 13ackflll..:.* Separation Separation 3V
(No,ocks Cover
434 08 CL & 103'W CL overll"dla.).% Min.
48"
)S CL
3" Min. Sand M a
px
W CL Location of roof drain 8" Min. Sand Shad... ower th
Intercept (depth varies) Shading Over Gas
t
_3" Sand Bedding 1:
NOTE: 4" separation if communications
PLOT PLAN NOTE: Install 12" sandshoding over gas if the final backfill I
SCALE: I" - 60T__ contains rocks greater than 611 diameter. Rocks greater than agree. Otherwise 12" separation are requirod.
10" In diameter are not permitted In the final backfill. Gas Phone a Cable Power
NTS
W 601 E
N R/W Q R/W
R/W 30' 30'
28'
EXISTING GAti
15' 17'
CC'%AIC'D WATPP
CROSS SECTION OF A -A 76TH AVE W
SCALE: 1 " _- 10'
FITTER (CHECK BOX IF COMPLETE)
Work area left in clean & Safe ondition
Complete all Pipe Tables and Gas Pressure Stamp
Field changes Red -Lined on as -built
Material verified and Changes oted on paperwork
All Valve & Tie-in Locations oted on as -built
Note beginning of Main, EOM & Line of Main locations
Show Rope Locations & Cul-de-sac Radius
Foreman's Signature
Company Date
JOINT TRENCH PLAT NOTES:
1. NOTIFY APPROPRIATE PERMITTING AGENCY PRIOR TO JOB START (SEE PERMIT
REQUIREMENTS).
2. ANY CHANGE IN ROUTE, PIPE SIZE/TYPE, TIE-IN METHOD OR ADDITIONAL MAIN
FOOTAGE MUS BE APPROVED BY THE APPROPRIATE ENGINEER /PROJECT MANAGER.
3. INSTALL MAIN VALVES OUT OF TRAFFFIC WERE POSSIBLE.
4. INSTALL ONE POUND ANODE FOR EVERY 1000' OF LOCATING WIRE. INSTALL ANODE
AND TEST LEAD WIRES PER PSE GAS OPERATING STANDARDS 2525.12 & 2525.23
5. MAINS AND SERVICES SHALL BE TESTED AND PURGED PER PSE GAS OPERATING
STANDARDS 2525.33 & 2525.34
6. UNLESS OTHERWISE NOTED: ALL PIPES INSTALLED IN PLAT TO BE 2" PE-IP.
ALL CROSSINGS TO BE YELLOW 4" PVC.
ALL SERVICES TO BE 5/8" PE.
DENOTES SERVICE STUB LOCATION.
DENOTES FOOTAGE BETWEEN FITTINGS.
7. CUSTOMER TO DIG AND BACKFILL ON PRIVATE PROPERTY OR EASEMENT ONLY.
TRENCHES MUST CONFORM TO PSE GAS OPERATING STANDARDS 2525.17.
2525.15 & 2525.16.
8. NOTE ALL RECORDABLE FOOTAGES, LOCATIONS AND MATERIAL CHANGES ON THE
AS -BUILT IN RED.
GAS MAIN INSTALLATIONIRETIREMENT
Typefflork
Pipe Size
Type
Estimated
Length
Actual
Length
Manufacturer
TN-S-TALL JT
2"
PE
302'
INSTALL SCA
2"
PIE
11
INSTA
111/4"
PE
108- 1
GAS MAIN PRESSURE & TESTING
TYPE TEST
PRESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
TIME OFF
TYPE TEST
PRESSURE
TESTED BY
DATE ON
TIME ON
DATE OFF
TIME OFF
[Design Press 60
SYS MAOp 45
PROJECT PHASE
NOTIF#
ORDER#
0
SAP Superior
Service/Meter
Service/Meter
ServicelMeter
Service/Meter
Ind. Service
Ind. MSA
Dis. Reg. / FT
HIP Svc/MSA
Relocate
Retirement
X442830680
107020196
Contractor CONSTRUCTION COST CODES:
041-103-3 1 1 F
Vicinity Map
WORK SITE
N!
Al
."4:
2 S, .3 Th `31 r 1 Sit
.3 1 T 5
Z
. A V'4
OL
k,
"i 4
NOS
2003 WOMAA��BWS- UNS
Owner / Developer Contact Info
SCL ENTERPRISES TOWNHOMES
17921 LINDEN AVE N
SHORELINE, WA 98188
ATTN: SHAUN LEISER 206-229-6038 office
4
CD
CALL (600) 424-3555
Project Manager Contact Information: 2 BUSINESS DAYS BEFORE YOU DIG
PATTI NESS THIS SKETCH NOT TO BE RELIED UPON FOR EXACT LOCATION OF FACILITIES
CELL: 425-327-2783 REAL ESTATE/EASEMENT
PERMIT
EMAIL: pattl.ness@pse.com CSE
CITY OF EDMONDS
REV#
DATE
BY
DESCRIPTION
FUNCTION
CONTACT
PHONE
DATE
3
PROJECT MIGR
PATTINESS
206-418-4237
5120104
2
ENGR-GAS
DRAWN BY
M.JOHNSON
200-418-4257
5120/04
I
CHECKEDBY
PATTI NESS
206-416-4237
5120/04 k,
COUNTY
EMER SECT
GAS WK CTR
APPROVED BY
PATTI NESS
206-418-4237
5120104'--
CP APPROVAL
SNOHOMISH
5
MCNSEG
1/4 SEC NW-32-27-04
OP MAP
PLAT MAP 166.070
MAPPING
NE-31-27-04
164.068
166.069
JOINT FACILITIES ARRANGEMENTS
0
0
UTILITIES SNOHOMISH CO. PUD VERIZON COMCAST
CONTACTFCRAIG DEYOUNG BOB EMERY JENJACOBSEN
I-]
171
PHONE#1 425.7834Q18 495% 308-7029 425-317-9601
SAP Superior Order:
PUGET SCL ENTERPRISES TOWNHOMES (10 UNITS)
1070201196
- Drawling Number:
SOUND
2" PE IP MAIN EXTENSION
N/A
ENERGY
23124 76TH "E W EDMONDS, WA 98020
SCALEt IPAGM
DESIGNED BY PILCHUCK CONTRACTORS INC.
r 0 5W
Now�
1`141E 1/4p NE 1/4, SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EASTP___0 Womn
FOUND REBAR
w/ NO CAP —
FOUND I.P.
0.1' SOUTH
�.NIIN UWL IN
REBAR
RECORDER'S CERTIFICATE ...................
filed for record this .... ...... day of .......... 20 ....... at ...... M.
in book .......... of ........ at page .......... at the request of
.............. I ........................... ........... I ......... ...................
Mgr, Supt. of Records
BRASS DISK (TYP)
230th ST SW
NORTH LINE OF
SOUTH 195 FEET
SOUTH LINE TRACI'
234th ST SW
SURVEYOR'S CERTIFICATE
THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER
MY DIRECTION IN CONFORMANCE WITH THE REQUIREMENTS OF THE
SURVEY�ECORDING ACT Aj;!�EREQUEST OF (;kS*reWtA IZUP
IN vtwr
- OF
CERTIFICATE NO,
C-1
30'
—EXISTING TK IN LEAD
Ex. 10' ISewer Easement
AFN 2378289
0 0
C� *r)
0 -4-
Cal
z
)(—SET PK NAIL
0)
0
(IN FEET),
1 inch = 30 ft.
LEGAL DES RIPTION
NORTH 80 FEET OF SOUTH 195 FEET OF TRACT 16, SKELTON'S LAKE
McALEER 5 ACRE TRACTS, ACCORDING TO THE PLAT THEREOF,
RECORDED IN VOLUME 6 OF PLATS, PAGE 21, RECORDS OF
SNOHOMISH COUNTY.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
EXCEPTIONS
EASEMENT AND THE TERMS AND CONDITIONS THEREOF:
Purpose: Sewer'Line
Area Affected: East 10 Feet
Recorded: March 20, 1975
Recording Number: 2378289
NOTES
1. MONS. VISITED APRIL 24, 1999 & SEPT 12, 2000.
2. THIS FIELD* TRAVERSE SURVEY WAS P ERFORMED WITH A 6—SECOND
THEODOLITE AND ELECTRONIC MEASURING UNIT. ACCURACY
STANDARD IS WAC 332-130-090.
3. THIS SURVEY BASED ON DATA FROM CITY OF EDMONDS SHORT
PLAT #S92-262, REC #9305260729 & SURVEYS IN FLD BK 116,
PG 55 & FLD BK 139, PG 117 BY A. CHENOWETH, PLS.
4. SET BENCH MARK: TACK IN LEAD w/ DISC 0 NE CORNER
ELEV: 375.65
5. ELEVATION DATA: SEWER MANHOLE #103, IE 369.01
LE(3END
MERIDIAN — CITY OF EDMONDS SP #S92-262
0 SET TK IN LEAD w/ DISC (3' R.P.)
M SET 2"X2" STAKE & TACK
—MON IN CASE B
Birch
P
Apple
EXISTING TK IN LEAD C
Cherry
S
Sequoia
D
Cedar
T
Hawthorne
F
Fir
A
Alder
H
Hemlock
i
Japanese
Maple
L
Holly
M
Maple
RECEIVED
NOV 13 2003
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
SURVEY FOR:
EXACTA SURVEYING SERVICE
LAURENCE F. DIXON', PLS
Gaston Enterprises
12304 31ST AVENUE NE
20351 Greenwood Ave N
SEATTLE, WA
98125
�4'111 L I A 10 Shoreline, WA 98133 JOB 0 (206) 365-0670
#: 99042
EXPIRES DRAWN: DATE- SCALE:
HMM Sept. 20, 2000 is$ 30'
RECEIVE,)
NOV 13 2003
DEVELop"ENT SERVICES
CITY OF EDMONDS CTR.
N
r7
(4
N
oo
k['
r
LL
7(o A VE 14
-o,4-- 00
3 2- 4,
2,70
4Z71
2-3132-
E.D* BUILT
0 CITY OF EDMONDS, WATERLINE AS
6 ADDRESS HOMEOWNER
CONTRACTOR SCALE
DATE DRAWN PERMIT
90 4-2 7 BY NO. 45 A/0
8.9,
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76th
AVE W
CITY OF EDMONDS WATERLINE
AS-
BUILT
ADDRESS1
76th AVE
W
23124
PERMI
NUMBER 2004-0268
HOMEOWNER:
CONTRACTOR:
SWEAZY
DATE INSPECTED: -
DRAWN BY:
DATE
DRAWN:
4/27/05
1.
ABILA
4/29/05
AdAle ss
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1890 BE "311,6r-e-L NO. 45 lLfo7�4�
40 C. 1 B913
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
March 4, 2005
SCL Enterprises, LLC
17921 Linden Ave N
Shoreline, WA 98133
SUBJECT: Sweazy Duplex Development — 23124 76 th Ave W
Mr. Shawn Leiser,
GARY, HAAKENSON
MAYOR
A pre -con meeting was held on site March 3, 2005 with Jason of KR Constru C�tion
and -City of Edmonds Engineering Division inspectors Jaime Hawkins and. myself,
Jeanie McConnell. The civil plans approved for this project have some
discrepancies which created. several questions during the pre. -con meeting. In
,order to resolve these issues I met with various Public Works,staff as well as
Engineering staff that afternoon.
The following will be required for the Sweazy Development at 23124 76 th Ave W
and a new set of plans shall be submitted to, reflect these changes.
STORM
The 12" SDR 35 storm line in 76 th Avenue shall be placed so that each of the
catch basins fall within the line of the gutter.
SEWER
• The 8" sewer main in the private road can be laid -at 2% with the elimination of
the drop bowl in 76 th Avenue. However, this will create a deep trench and�
potentially more difficult pipe installation for a goiod, portion of the sewer and
may not be a beneficial change..
• The 6" laterals to the duplex can can be placed in between the buildings
instead of to the center of each duplex. The 6" lateral.ca*n branch out to two
4" lines at the point in which it will only serve one unit. i
Incorporated August 11, 1890
C.itu - Hp.kinnn lAnAn
WATER
• Ductile iron pipe will only be required for the 6" line from the existing maia to
the new hydrant.
• The domestic water line, from the main to the master meter, shall be 2" poly.
• The "main water line" through the property shall be 2" poly.
• The individual duplex units shall be served by a 1" poly line off of the 2" poly
19main line".
• A valve cluster will be required at the connection -to the existing 6" water main
in 76 th Ave. This will require:
1 - 2x6 RSGV and 3 - 6x6 RSGV
0 A foot valve will still be required on the hydrant.
A map showing the properties effected by the main shut down is attached: as
well as a sample shut off ri�tice. You will be required to submit the shut off
notice to the City for review prior to posting at each of the effected properties.
Shutdowns � are typically allowed Tuesday —Thursday. Dateandtimetobe
coordinated with City of Edmonds.
Please feel free to contact me with any questions these requirements may pose
at 425-771-0220, ext. 1338. A revised civil plan shall be submitted for approval
to the City prior to beginning construction of the storm or water systems within
the City right-of-way.
Thank you,
9144� - WMA-M
Jeanie McConnell
Engineering Technician
Attachments
c: Street file
Jason, KR Construction
RETURN ADDRESS:
City of Edmonds, City Clerk
121 5th Avenue North
Edmonds, WA 98020
DECLARATION OF RESTRICTIVE COVENANT
MULTI -FAMILY RESIDENTIAL
Reference #: r-,e-
Grantor(s): (1) Zowd 6. 9weggeg (2) Additional on. pg.,—
Grantee(s):, Cijy of Edmonds
Legal Description (abbreviated): Sec�3 / �Twn_Z? Ea44 r v-- ioly
Rng ew,% i" Qt
OR Lot _jBlock________Plat
Assessor's Tax Parcel ]D#(s): (1) 005-7&70cm lto V (2)
Assessor's Tax Parcel E10 not yet assigned
VVIUREAS, Obycilc( 16- Sweaze-%
are the owners of the following described real estate in tlie City of Edmonds, to wit:
Property Address: 2-3jZY 76yt2 4,, ow. ,# XY0.2 d,
Legal Description: We),,Y�X
.2 4- ra -f -C ex, 1!9J- le-e- V- e>tl*
4-' 4 r- /6 , -Ske / -10,VJ I1*A e .1Wd,4 le e 11 S_ ddeA 10�26190'rl A Aeg-w��
e,-coe le e eleel e g.�. _1 oel
,d2 C-4-F soe 4 /1
,*, 'I / 1Z e e-
Assessor's Tax Parcel ED # (s): 0 0,5- ;` & 7 QQ CC / 6 0 '/
AUTHORIZED FOR RECORDING
City of Edmonds
By: —Dat
Page of
WHEREAS, the above named owners are desirous of imposing a restrictive
covenant upon said premises in compliance with Section 19.00.040 of the Edmonds
Community Development Code. WITNESSETH, that for and in
consideration of the premises, the above named owners do hereby declare and grant to
the City of Edmonds as Grantee the following restrictive covenant, to -wit:
That at the time of the execution of this Covenant the Grantors have agreed to the
Ordinance of the City of Edmonds provide that no building for multiple fanffly housing
may be erected on subject property containing more than /0 -units.
Said Covenant shall be binding upon all present and future owners of said real estate and
t heir heirs, successors and assigns. "�7_
DATED this V - day ofO(/yber,.2a_-��
GRANTOR
GRANTOR
State of Washington
ss
County of
I certify that I know or have satisfactory evidenc hat C4 Id 67.
signed this instrument, on oath stated that'g/she was authorized to execute the -
instrument and ack-awl
the free and voluntary act of such party for the uses 2nd purpw m6ow
I n � %
instrument. Subscribed and sworn to before me this hd day o - M___4V 0,
03
n
Ile 1. M
f
r
n!1
Notary Public in and for the State of Washi"
My commission expires
AUTHORIZED FOR RECORDING
City of Edmonds
By: Dafi�_
Page of
L:\TEMP\BUI]LDING\FORMS\RESTRICT
�/'? C. 1 B913
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
March 4, 2005
SCL Enterprises, LLC
17921 Linden Ave N
Shoreline, WA 98133
SUBJECT: Sweazy Duplex Development — 23124 76 1h Ave W
Mr. Shawn Leiser,
GARY HAAKENSON
MAYOR
A pre -con meeting was held on site March 3, 2005 with Jason of KR Construction
and City of Edmonds Engineering Division inspectors Jaime Hawkins and myself,
Jeanie McConnell. The civil plans approved for this'project have some
discrepancies which created several questions during the pre -con meeting. In
order to resolve these issues I met with various Public Works staff as well as
Engineering staff that afternoon.
The following will be required for the Sweazy Development at 23124 76 th Ave W
and a new set of plans shall be submitted to reflect these changes.
STORM
The 12" SDR 35 storm line in 76 th Avenue shall be placed so thateach of the
,catch basins fall within the line of the gutter. i
SEWER
The 8" sewer main in the private road can be laid at 2% with the elimination of
the drop bowl in 76 th Avenue. However, this will create a deep trench and
potentially more difficult pipe installation for a good portion of the sewer and
may not be a,beneficial change.
The 6" laterals to the duplex can can, be placed in between the buildings
instead of to the center of each duplex. The 6" lateral can branch out to two
4" lines at the point in which it will only serve one unit.
Incorporated August 11, 1890
.qi--,tp.r (-.itxy - Hp.kinnn JAnAn
WATER
• Ductile iron pipe will only be required for the 6" line from the existing main to
the new hydrant.
• The domestic water line, from the main to the master meter, s*hall be 2" poly.
• The "main water line" through the property shall be 2" poly.
• The individual duplex units shall. be served by a 1 " poly line off of the 2" poly
main line".
• A valve cluster will be required at the connection to the existing 6" water main
in 76 th Ave. This will require:
1 -. 2A RSGV and 3 - 6x6 RSGV
• A foot valve will still be required on the hydrant.
A map showing the properties effected by the main shut down is attached as
well as a sample shut off notice. You will be required to submit the shut o I ff
notice to the City for review prior to posting at each of the effected properties.
Shut downs are typically allowed Tuesday — Thursday. Date and time to be
coordinated with City of Edmonds.
Please feel free to contact me with any questions these requirements I may pose
at 425-771-0220, ext. 1338. A revised civil plan shall be submitted for approval
to the City prior to beginning construction of the storm or water systems within
the City right-of-way. I
Thank you,
91*L�rw-ww-m
Jeanie McConnell
Engineering Technician
Attachments
c: Street file
Jason, KR Construction
7725
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7713
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7703 7707
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- 7
AUG 13 2003
PERMIT'COUNTER
CITY OF EDIWONDS
SEPA 111AFFIC IWACT ANALYSIS
1.4ame of proposed "ect: SCL ENTERPRISES
Owner/Applicant:
Shaun Leiser/ SCL Enterprises, LLC
Nam '
17921 Linden Av N
SveeMailft Address
Shoreline, WA 98133
city state zip
Telephone: 206 229 6038
WORK SHUT
Applicant
Same
Num We'
I Stmet/Mailitag A&k=
City state zip
Telephone: Same
Traffic Engineer who prepared the Traffic Impact Analysis:
Dean Houqh & Associates Degn M-�nijph 425-335 0262
Contarpt Nam Telephone
Firm Nam
1. PROJECT DESCPJWIION
a. Stree, address qbwwn): 23124 76th Av W
b. Location: On west side of '76th Av W and 115 north of 232nd St SW
(See DHA drawing C1/2)
(Anwis a vicinity map and skeplan.)
c . . Specify exisfing land use: Residential - Single Family
d. specify proposed type and size of development: Multiple Resi dential (duplex) constructing
5 dupleses - 10 units on'a lot 801 x 3001
c. When will the project begin cmstruction and when will it be completed? Iqn t-.n Jimp 2nnA
f Define proposed access locations: one 20' curb cut on north side of site onto 76th Av W
. I for one location only.
g. Define proposed sight dis . uurce at site egress locations: Road is 44" wide and at 10 1 from travel . ed
way, sight distance is limited by hill crest to left(north) to about 320' and 800'
o r g sout
2. TRIP GENERAIION
a. Existing Site Trip Gewntion Table:
lAnd use
I
Dv* (ADI)
PM Peak -Hour Trips
114 OUT
Single family residence
N/A
1
0
Code 210
b. Proposed Project Trip Generation Table:
Lind Uw
Daffy (AD1)
PM Pcak-Hour Trips
IN OUT
Dup�exes Code 210
N/A
5
5
c, Net Now Project Trip Generafion Table:
Land Use
Daily (ADI)
PM Peak -Hour Trips
IN OUT
Duplexes Code 210
N/A
4
5
d. Staw assumptions and mediodology for internal, link -diverted or pamby trips: n/A -
3. TRIEP DISTREBUTION
prepare and attach a graphic showing project trip distribution percentages and anigunlent& N/A
4. WE ACCESS ROADWAY/DRWEWAYS AND SAMTY
a. Have sight distance requirements at cpw location been met per. AASHTO rcquirernents?
Yes. Street is posted 30mph and there is 3201 left and 800' right sight Fiistance
per AASHTO requirements.
b.' Intersection Level of Service Analysis: N/A
* Existing Conditions
LOS Delays
a Yea of Opening
Delays
LOS
9 Five Years Beyond Change of Land Use
LOS Delays
(intersections to be evaluated shall be deWmined bY the CAY OfEdPnOnds Y'raffic Engineer)
c. Describe chmmlizRtiOn warranb: N/A
(Adach sft*iA9P1X8-)
d. Vehicle StorageQuelling Analysis (CalcuWe 50010 and 93 % queuing lengths): N/A
950/0
• Existing Conditions
• Year of Opening
• -Five Years Beyond
Changeof Land Use
e. If appmpriate, state stop SiP and signal warrants: N/A
f Suniniarize local accident history:
N/A
D.- I
TRAMCYOLUMES
a. Dwaft existing ADT and peak -hour counts, including bulking 1110MCIDOOK on stred adjacent to aDd
dirwtly finpacted by the poojeft.
N/A
b. DwAibe the estimated ADT and Pe&-hO9r-OOuDt56 imbuft turning movemmts, the year the pxqcd 's
My open (with and without project traffic). N/A
c. Describe the estimated ADT and peak -hour couats, inchiding turning movements, five Years aft the
project has been My open (with and without project traffic).
N/A
. d. State wnual backgratuid traffic growth ho" and source:
N/A
6. LEVEL OF SERVICE ANALY,SIS
SOMMartm LeM of Savice Anal�yms bdbw. and attach supporbag LOS MUOYMB PWVOC
&c following for each afterial.stred or =tcrW idavection mwacted by ten er MMOM peak -
hour trip. Odw Cityvianned, =" also, be &c1ored WD &0 LOS C"WiOW-
Existiez LOS:
Existing Condition:
Year of Opening LOS,:
With Project
Without Project:
N/A
0 *. 0 0
Five Years After Opening LOS: N/A
With Project:
Without Project:
Note any assumptiondvanations to standard analysis default values and justifications:
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to nutigate p . roject specific traffic unpacts-
N/A
8. bUpdWM MITIGATION REQUIREMENTS
Residential developments &at generate ton PM peak -hour trips or less will be required to pay a $200 per PM
peak -hour tHp fee. top&
. pM peak-11our Trips -9 X S200 $1R &nd
'oe
17021
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LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
VICINITY MAP
5-UNIT TOWNHOMES
�L3124 - 76TH Avenue West
EDMONDS, WASHINGTON
JOB NO. 3AO87 .1 DATE 7/14/03 PLATE 1
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
MORE THAN 50% OF
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAVEL WITH
GM
SILTY GRAVEL
GRAINED
COARSE FRACTION
SOILS
RETAINED ON NO. 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SID
POORLY -GRADED SAND
SAND
MORE THAN 50%
MORE THAN 50% OF
SAND WITH
SM
SILTY SAND
RETAINED ON THE
COARSE FRACTION
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SOILS
LESS THAN 50%
MORE THAN 50%
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
PASSING ON THE
LIQUID LIMIT
FoRGANIC
OH
ORGANIC SILT, ORGANIC SILT
NO. 200 SIEVE
50% OR MORE
HIGHLY ORGANIC SOILS
PT
PEAT AND OTHER HIGHLY ORGANIC SOILS
NOTES:
SOIL MOISTURE MODIFIERS:
1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION
DRY - ABSENCE OF MOISTURE, DUSTY, DRY TO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83.
THETOUCH
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED
SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
ON ASTM 02487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED I ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL
WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA.
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Geotechnical Engineering - Engineering Geology - Earth Science
PLATE 3
TEST PIT NO. 1
Logged By: JSL Date: 7/1/03 Ground El.
Depth
USCS
Sample
w
Other
ft.
CLASS.
Soil Description
No.
%
Test
OL
Black, loose, organic, silty fine SAND, with roots, dry (TOPSOIL)
SM
Light -brown, loose to medium -dense, gravelly, silty fine SAND,
2
some roots, d
Tan -gray, medium -dense, silty fine SAND, trace to some gravel,
3
tr;ce roots, d!y
SM
Light -gray, very -dense, gravelly, silty fine SAND, occasional cobble,
4
slightly moist to dry (fresh VASHON TILL)
5
6
Test pit terminated,@ 4.5 ft, groundwater not encountered.
7
8
10
TEST PIT NO. 2
Logged By: JSL Date: 7/1/03
Ground E[.
Depth
USCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
%
Test
OL
Brown, loose, slightly organic, silty fine SAND, trace gravel, with
abundant roots, dry (FILL)
2
3
Light -brown, medium -dense, silty fine SAND, trace to some gravel,
4
dry
Light -brown to light -gray, very -dense, gravelly, silty fine SAND,
SM
5
occasional cobble, slightly moist (fresh VASHON TILL)
6
Test pit terminated @ 5.0 ft, groundwater not encountered.
7
8
Test pit terminated @ 7.0 ft, groundwater not encountered.
9
10
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
5-UNIT TOWNHOME�
23124 - 76TH AVENUE WEST
EDMONDS, WASHINGTON
JOB NO. 3AO87 DATE 7/14/03 PLATE
MMMMMMMMim—
TEST PIT NO. 3
Logged By: JSL Date: 7/1/03
Ground El.
Depth
USCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
%
Test
SM
Brown, loose, silty fine SAND, trace gravel, with cobble to boulder
size angular rocks and fine roots, dry (FILL)
2
3
Light -brown to brown -gray, medium -dense, silty fine SAND, trace
gravel and fine roots, slightly moist to dry
4
Light -gray, very -dense, gravelly, silty fine SAND, occasional cobble.
SM
5
slightly moist to dry (fresh VASHON TILL)
6
Test pit,terminated @ 5.0 ft, groundwater not encountered.
7
8
9
10
TEST PIT NO. 4
Logged By.- JSL Date: 7/1/03
Ground El.
Depth
USCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
%
Test
SM
Light -brown, loose, silty fine SAND, trace to some gravel, with
1
fine roots, dry
SM
2
Light -brown to light -gray, medium -dense, silty fine SAND, trace
to some gravel and occasional cobble, dry
3
SM
Light -gray, very -dense, gravelly, silty fine SAND, occasional cobble.
4
slightly moist to dry (fresh VASHON TILL)
5
6
Test pit terminated @ 4.5 ft, groundwater not encountered.
7
8
9
10
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
5-UNIT TOWNHOMES
23124 - 76TH AVENUE WEST
EDMONDS, WASHINGTON
JOB NO. - 3AO87 DATE 7/14/23 1 PLATE 5
TEST PIT NO. 5
Logged By: JSL Date: 7/1/03
Ground El.
Depth
USCS
Sample
w
Other
ft.
CLASS.
Soil Description
No.
%
Test
OL
Dark -brown, loose, organic, silty fine SAND, with abundant roots,
1
dry (TOPSOIL)
Brown to light -brown, loose to medium -dense, silty fine SAND,
SM
2
trace gravel, slightly moist to dry
3
4
Brown -gray, dense, slightly silty, fine to medium SAND, trace to
SM
5
some gravel, top 12 to 18 inches weakly cemented, slightly moist
(VASHON TILL -ADVANCE OUTWASH transition zone)
6
7
8
Test pit terminated @ 6.5 ft, groundwater not encountered.
9
10�.
Logged By:
TEST PIT NO.
Date:
Ground El.
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
W
%
Other
Test
1
2
3
4
5
6
7
8
9
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
5-UNIT TOWNHOMES
23124 - 76TH AVENUE W EST
EDMONDS, WASHINGTON
JOB NO. 3AO87 I DATE 7/14E3 :1 PLATE 6
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LIU & ASSOCIATES,.INC.
Geotechnical Engineering Engineering Geology Earth Science
- -- --- ----
SITE AND EXPLORATION LOCATION PLAN
5-UNIT TOWNHOMES
3124 - 76TH AVENUE WEST
EDMONDS, WASHINGTON
JOB NO. 3AO87 I DATE 7/14/03 PLATE
GEOTECHNICAL ENGINEERING STUDY.
5-UNIT TOWNHOMES
23124-76 TH AVENUE WEST
EDMONDS, WASHINGTON.
L&A Job No. 3AO87
Date: July 20, 2003
Prepared for:
SCL Enterprises LLC
17921 Linden Avenue North
Shoreline, Washington 98133
By:
Liu & Associates, Inc.
19213 Kenlake Place NE
Kenmore, Washington 98028
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
July 20, 2003
Mr. Shaun Leiser
SCL Enterprises LLC
17921 Linden Avenue North
�horeline, WA 98133
Dear Mr. Leiser:
Subject: Geotechnical Engineering Study
5-Unit Townhomes
23124 — 76 Avenue West
Edmonds, Washington
L&A Job No. 3AO87
INTRODUCTION
We have completed a geotechnical engineering study for the subject townhome project site,
located. in Edmonds, Washington. The general location of the project site is shown on Plate I —
Vicinity Map. We understand that the proposed project for the site is to develop five to.wnhome
buildings. The purpose of this study is to characterize the subsurface conditions of the, site and
provide geotechnical recommendations for site grading, erosion abatement, surface and ground
water control, foundation design and construction, etc., for the proposed development of the site.
Presented in this report are our findings and recommendations.
PROACT DESCRIPTION
For our use in this study, you provided us with copies of a property boundary survey plan of the
site and a preliminary building layout plan of the proposed development. According to these
plans, the site is a rectangular tract of land, about 0.56 acre in size. It has a frontage of 80 feet on
its east along 76th Avenue West and is about 303 feet deep. The development will include five
townhomes of individual, two-story, above -grade, wood -framed buildings in one row at 10 feet
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 2
apart, and a long paved driveway along the north side of the site for access to the townhomes.
We understand that site grading will generally conform to the existing contour of the site with
minimal cut and fill.
SCOPE OF SERVICES
Our scope of services for this study comprises specifically the following:
I Review the geologic and soil conditions at.the site based on a published geologic,map.
2. Explore the site for subsurface conditions with backhoe test pits to a firm bearing soil
stratum or to the maximum depth (about 10 feet) capable of by the backhoe used for
excavating the test pits, which ever occurs first.
3. Perform necessary geotechnical analyses, and provide geotechnical recommendations for
site stabilization, grading, erosion abatement, surface and ground water control, and
foundation design and construction, based on the subsurface conditions encountered in
the test pits and results of our geotechnical analyses.
4. Prepare a written report to present our findings, conclusions, and recommendations.
SITE CONDITIONS
SURFACE CONDITIONS
The site is bounded by 76th Avenue West on the east, and adjoined by residential developments
on the north and south and west. The site is situated on a broad, gentle to moderately -steep,
easterly -declining slope. The terrain within the site generally slopes down gently eastward to
within a few feet of its east boundary, then drops moderately steeply down to the streef level of
76th Avenue West.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 3
Presently, the eastern half of the site is occupied by a single-family residence. The western half
and the perimeter of the eastern half are dotted with scattered mature evergreen and deciduous
trees, intermixed with ornamental trees and shrubs. Shallow dips and bumps have been made
over the western half of the site to turn it into a dirt bike course and playground.
GEOLOGIC SETTING
The Geology Map of the Edmonds East and Part of the Edmonds West Quadrangle, Snohomish
and King Counties, Washington, by James P. Minard, published in 1983 by U. S. Geological
Survey, was referenced for the geologic and soil conditions of the site. According to this
publication, the surficial soil units at and in the vicinity of the site are mapped as Vashon Till
(QV0.
The geology of the Puget Sound Lowland has been modified by the advance and retreat of
several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has
occurred during the later stages of the Pleistocene Epoch and retreated from the region some
14,500 years ago.
The Vashon Till was deposited directly by glacial ice during the most recent glacial pe6od as it
advanced over an eroded, irregular surface of older forinations and sediments. It is a very dense
mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to
as "hard pan". The Vashon Till over the top two to four feet is normally weathered to a medium -
dense state, and is moderately permeable and compressible. The underlying fresh till is very
dense and, is practically impervious to stormwater infiltration. The fresh till has the strength of
low-grade concrete and can stand in a steep natural or cut slope for a long period. If remains
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 4
undisturbed and well -drained, the fresh till can provide excellent foundation support with little -
settlement expected.
SUBSURFACE CONDITIONS
Subsurface conditions of the site were explored with five test pits spread throughout the site.
They were excavated on July 1, 2002, with a tire -mounted backhoe to depths from 4.5 to 6.5 feet.
The approximate locations of the test pits are shown on Plate 2 - Site and Exploration Location
Plan. The test pits were located with either a tape measure or by visual reference to existing
topographic features in the field and on the topographic survey map, and their locations should be
considered only accurate to the measuring method used.
A geotechnical engineer from our office was present during subsurface exploration, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in' general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plates 4 through 6.
The site is generally mantled by a layer of topsoil of loose, organic, silty fine sand, from about 6
to 12 inches thick, except that fill up to 3.0 feet deep was encountered in Test Pits 2 and 3 in the
area surrounding the existing residence. Underlying the topsoil and fill is a layer of light -brown
to brown -gray, loose to medium -dense, silty fi ne sand, from 1.0 to 3.0 feet thick. Underlying this
soil layer is a brown -gray to light -gray Vashon Till deposits of very -dense, gravelly, silty fine
sand with occasional cobble to the depths explored, except in Test Pit 5 located at the west end of
the site where the till soils are weakly -cemented and in transition to an Advance Outwash deposit
of gray, dense, slightly silty, fine to medium sand with a trace to some gravel.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 5
GROUNDWATER CONDITION
Groundwater was not encountered in any of the test pits. The surficial soils overlying the'
Vashon Till were dry and dusty, while the underlying Vashon Till and Advance Outwash soils
were slightly moist. The fresh till is practically impervious and tends to perch stormwater
infiltrating into the surficial, more -permeable soil layers. The near -surface perched groundwater
would flow down -gradient along the surface of the underlying fresh till. Perched groundwater
may exist during.the wet winter months, and may completely dry up in the dry summer months.
The depth to and the amount of perched groundwater may fluctuate seasonally, depending on
precipitatio n, surface runoff, ground vegetation cover, site utilization, and other factors.
DISCUSSIONS AND RECOMMENDATIONS
GENERAL
Based on the soil conditions encountered from our subsurface explorations, it is our opinion that
the site is suitable for the proposed development from a geotechnical engineering viewpoint. The
loose fill, organic topsoil and unsuitable surficial soils in the root zone should be completely
stripped within the driveway, building pads of the lots, or within areas where structural fill is to
be placed. The underlying fresih till are of very high shear strength and are capable of providing
good foundation support to the driveway and buildings to be constructed on the site.
The on -site till soils contain a high percentage of fines, and is very sensitive to moisture. It can
also be saturated quickly and result in heavy runoff and soil erosion during extended periods of
heavy rainstorms. Curtain drains or ditches may be installed, as required, along the upslope
boundaries of the site to intercept and drain surface runoff and near -surface perched groundwater
flow away from construction areas and to minimize soil erosion during construction.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 6
Conventional footing foundations placed on or into the underlying very -dense fresh till may be
used for supporting the buildings to be constructed on the building lots. Structural fill, if
required for site grading of the building pads and driveway, should be placed on proof -rolled,
unyielding, undisturbed, dense fresh till soils following the stripping of the surficial unsuitable
soils.
GEOLOGIC HAZARDS
Landslide Hazard
The dense to very -dense, fresh till and Advance Outwash soils underlying the site at shallow
depths are of very high shear strength and have excellent resistance against slope failures. The
competent soils underlying the site coupled with the generally gentle terrain within - the site*
should make deep-seated landslides unlikely to occur on the site.
Erosion Hazard
The loose fill, topsoil and the underlying loose to medium -dense silty fine sand layer are of low
resistance against erosion, while the underlying till and Advance Outwash soils are of moderately
high resistance against erosion. The gentle terrain over the site should significantly reduce the
potential of soil erosion. To further mitigate soil erosion, curtain drains may be installed, as
required, along the upslope boundaries to - intercept and safely drain away surface runoff and
near -surface groundwater flow. The unpaved ground within the site should be vegetated to
provide erosion protection. Stormwater over impervious surfaces, such as roofs and driveway,
should be captured by underground drain line systems and catch basins, and tightlined to
discharge into a suitable stormwater disposal facility. Exposed ground within the site not
covered with pavement should be landscaped and re -vegetated. Discharge of concentrated
stormwater should not be allow within the site unless properly collected and conveyed to
I discharge to a suitable stormwater disposal facility.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 7
Seismic Hazard
The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC).
The high shear strength of the fresh till and Advance Outwash soils underlying the site at shallow
depths combined with the general lack of constant, extensive, continuous, static groundwater
table, should make the risk nil for the occurrence of liquefaction or lateral soil spreading on the
site. The buildings to be constructed on the building lots, however, should be designed for the
seismic forces during strong earthquakes. Based on the soil data obtained from the testipits, the
Soil Profile Type at the site underlain by dense to very -dense glacial soils should be classified as
S. in accordance with the 1997 UBC code.
SITE PREPARATION AND GENERAL GRADING
Site preparation should include demolishing the existing building on the site, clearing and
grubbing within construction limits. The foundations of the existing building should be
thoroughly removed. Loose fill, topsoil and unsuitable surficial soils with excessive roots should
be completely stripped within the driveway, building pads, and in areas where structural fill is to
be placed. The exposed surface should be compacted to a non -yielding state using a vibratory
roller compactor And proof -rolled with a fully loaded dump truck or water truck. - During
construction, storm runoff should be intercepted with ditches or curtain drains, as required, and
discharged into a nearby inlet of the storm sewer under the street. - The inlet should be covered
with non -woven filter fabric to screen out silt in the water.
The on -site soils contain a high percentage of fines and are very sensitive to moisture. A layer of
clean quarry spalls. placed over excavated areas and areas of frequent traffic may be required to
protect the subgrade soils from disturbance by construction traffic. Silt fences should be erected
along the downslope boundaries of the site to prevent sediments being transported onto adjoining
properties.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 8
EXCAVATION AND FILL SLOPES
Under no circumstance should excavation slopes be greater than the limits specified by local,
state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should not be steeper than
I H: IV in the surficial weaker soils overlying the fresh till soils, and not steeper than may be
vertical in the very -dense, fresh till provided that the overall depth of excavation does not exceed
10 feet. Permanent cut banks should not be steeper than 2H: I V in the surficial weaker soils, and
not steeper than I- I AH: IV in the underlying, very -dense, fresh till soils.
Permanent fill embankments required to support structural or traffic loads should be constructed
with compacted structural fill placed over proof -rolled undisturbed, very -dense fresh till after the
topsoil, fill and unsuitable surficial soils in the root zone are stripped. The slope of permanent
fill' embankment should not be steeper than 2H:IV. Upon completion, the sloping face of
permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
The above recommended cut and fill slopes are under the assumption that groundwater. seepage
will not be encountered during construction. If encountered, the construction should be
immediately halted and the slope stability re-evaluated by a geotechnical engineer. The slopes
may have to be flattened and other measures taken to stabilize the slopes. Surface runoff should
not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill
embankments should be vegetated as soon as possible for long-term stability, and should be
covered with plastic sheets, as required, to protect them from stormwater until the vegetation is
fully estab lished.
LIU & ASSOCIATES, INC.
July 20, 20.03
5-Unit Townhomes
L&A Job No. 3AO87
Page 9
STRUCTURAL FILL
Structural fill is the fill placed under roadway pavements, footings, slabs -on -grade, and behind
retaining walls where it support loads. Structural fill should consist of clean soils with particles
not larger than four inches and should be free of organic and other deleterious substances.
Structural fill should have a moisture content within one percent of its optimum moisture content
at the time of placement. The optimum moisture content is the water content in the soil that
enable the soil to be compacted to the highest dry density for a given compaction effort.
The on -site soils contain too much fines and may be used as structural fill only under fair weather
condition when its moisture content can be controlled to close to its optimum moisture content.
Imported material for structural fill should be clean, free -draining, granular soils containing no
more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material
passing No. 4 sieve, and should have individual particles not greater than four inches. Imported
structural fill should be stockpiled and covered separately from the on -site soils.
Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift
compacted to a minimum percentage of the maximum dry density determined by ASTM D1557
(Modified Proctor Method) as follows:
Application
Within building pads of the building lots
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
% of Maximum Dly Densi
95%
95% for top 3 feet and 90% below
B179
95% for top 4 feet and 90% -below
LIU & ASSOCIATES9 INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 10
ON -SITE INFILTRATION SYSTEMS
Advance Outwash soils of gravelly, slightly silty, fine to medium sand was encountered in Test
Pit 5 located at the west end of the site. This sandy soil unit are of moderately high permeability,
and should be able to support on -site stormwater infiltration systems. The surface of this soil
unit is at about 6.0 feet below the existing grade.
For disposing stormwater through infiltration trenches, the bottom of the trenches should be
excavated at least 2 feet below the surface of the Advance Outwash deposit. The soils at the
bottom of vault or trenches should be verified by a geotechnical engineer during trench
excavation. If fine-grained silt or clay soils are encountered at the bottom of the trenches, they
should be over -excavated, thoroughly removed and replaced with free -draining sand, pea gravel
or washed gravel. The perforated PVC pipes through which stormwater is to be dispersed into
the ground should be enclosed in washed gravel wrapped in a layer of non -woven filter fabric to
minimize silt intrusion into the pipes. Sufficient cleanouts at strategic locations should be
provided for periodically cleaning the pipe to prevent clogging. For the design of the infiltration
vault or trenches, we recommend an infiltration rate not exceeding .5.0 iph (inches per hour) be
-used. This infiltration rate should include a factor of safety of 2.0. Higher design infiltration
rate, if desired, should be verified by in -situ infiltration tests.
BUILDING FOUNDATIONS
Conventional footing foundations.may be used for supporting the buildings to be constructed on
the building lots. The footing foundations should be placed on or into the very- dense fresh till
soils, or on compacted structural fill based on the fresh till. Water should not be allowed to
accumulate in excavated building footprints. Disturbed soils in footing trenches should be
completely removed or thoroughly re -compacted prior to pouring concrete for the footings.
LIU & ASSOCIATES, INC. I
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page I I
If the above recommendations are followed, our recommended design criteria for footing
foundations are as follows:
Allowable soil bearing pressure for footing foundations, including dead and live loads,
should be no greater than 2,500 psf. The footing bearing soils should be verified on -site
by a geotechnical engineer after the footing trenches have been excavated and before the
footings are poured.
The minimum depth to bottom of perimeter footings below adjacent final exteri or grade
should be no less than 18 inches. The minimum depth to bottom of the interior footings
below top of floor slab should be no less than 12 inches.
The widths of footing foundations should be determined based the total loads they
support and the above recommended allowable soil bearing pressure. The minimum
width, however, should be no less than 16 inches for continuous footings and no less than
24 inches for individual footings.
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations designed
and constructed per recommendations above, we estimate that the maximum total post -
construction settlement of the buildings should be 3/8 inch or less and the differential settlement
across building width should be 1/4 inch or less.
Lateral loads on buildings can be resisted by the friction force between the foundations and the
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 350 pef (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 12
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.65 between the foundations and the subgrade soils may
be used. These are unfactored values, and a p roper factor of safety should be used in calculating
the resisting forces against lateral loads on the buildings.
9
SLAB -ON -GRADE FLOORS
Slab -on -grade floors, if used, should be placed on firm subgrade prepared as outlined.in the SITE
PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of
this report. Where moisture control is critical, the slab -on -grade floors should be placed on a
capillary break which is in turn placed on the compacted subgrade. The capillary break should
consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no
more than 5% by weight passing the No. 4 sieve. We recommend that a vapor barrier, such as a
6-mil plastic membrane, be placed over the capillary break to keep moisture from migrating
upwards.
DRIVEWAY PAVEMENT
Perfonnance of roadway pavement is critically related to the conditions of the underlying
subgrade. We recommend that the subgrade soils within the roadways be treated and prepared as
described in the SITE PREPARATION AND GENERAL EARTHWORK section of this report.
Prior to placing base materi a*l, the subgrade soils should be compacted to a non -yielding state
with a vibratory roller compactor and proof -rolled with a piece of heavy construction equipment,
such as a fully -loaded dump truck. Any areas with excessive weaving or deflection should be
over -excavated and re -compacted or replaced with a structural fill or crushed rock placed and
compacted in accordance with the recommendations provided in the STRUCTURAL FILL
section of this report.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 13
We recommend that a minimum 6-inch-thick, compacted, crushed rock base (CRB), consisting
of 5/8-inch-minus crushed rock, be used for the roadways. Such crushed rock base may not be
required if the roadways are based on cuts into undisturbed, native, very -dense, fresh till. The
crushed rock or subgrade base should be topped with 3-inch asphalt treated base (ATBI) topped
by 2-inch-thick Class B asphalt concrete (AC).
SITE DRAINAGE
Site and Driveway Grading
The on -site surficial soils are of moderately low permeability, while the underlying fresh, till soils
are practically impervious. They can be saturated quickly and heavy runoff and near -surface
i
groundwater may be encountered during periods of heavy rain. To minimize potential
difficulties for site grading work due to storm runoff during construction, one or more lines of
ditches or curtain drains should be used, as required, to intercept storm runoff and near -surface
groundwater flow. Water thus collected should be discharged into a nearby storm sewer.,
Runoff over Impervious Surfaces
Storm runoff over impervious surface, such as roofs and driveway, should be collected by
underground drain line systems connected to downspouts and by catch basins. Stormwater thus
collected should be tightlined to discharge into a suitable stormwater disposal facility.
Building Footing Drains
A subdrain should be installed around the perimeter footings of each townhome building to
minimize accumulation of groundwater under the buildings. The subdrains should consist of a 4-
inch-minimum-diameter, perforated, rigid, drain pipe, laid a few inches below the bottom of
perimeter footings. The trenches and the drain lines should have a sufficient gradient to -generate
flow by gravity. The drain lines should be embedded in washed gravel completely wrapped in
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 14
non -woven filter fabric to within about 12 inches of finish grade. The remaining trench may be
backfilled with on -site impervious soils. . Water collected by the perimeter footing subdrains
should be tightlined, separately from the roof and surface stormwater drain systems, to discharge
into a storm sewer or a suitable stormwater disposal facility.
LIMITATIONS
This report has been prepared for the specific application to this project for the exclusive use by
SCL Enterprises LLC, and their associates, representatives, and consultants. We recommend that
this report, in its entirety, be included in the project contract documents for the information of the
prospective contractors for their estimating and bidding purposes. The conclusions and
interpretations in this report, however, should not be construed as a warranty of the subsurface
conditions. The scope of this study does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor's methods,
techniques , sequences or procedures, except as specifically described in this report for design
considerations.
Our recommendations and conclusions are based on soil conditions encountered in the test pits,
our engineering analyses, and our experience and engineering judgment. The conclusions and
recommendations are professional opinions derived in a manner consistent with the level of care
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warrafity, expressed or implied, is made.
The site subsurface conditions encountered in the test pits. may vary from those actually
encountered during construction. The nature and extent of such variations may not become
evident until construction starts. If variations appear then, we should be retained to re-evaluate
LIU & ASSOCIATES9 INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 15
the recommendations of this report, and to verify or modify them in writing prior to proceeding
with the construction.
CLOSURE
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions regarding this report or need ftirther consultation.
Six plates attached
Yours very truly,
LIU & ASSOCIATES, INC.
'u
J. S. Julian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
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GEOTECHNICAL ENGINEERING STUDY
5-UNIT TOWNHOMES
23124-76 TH AVENUE WEST
EDMONDS, WASHINGTON
L&A Job No. 3AO87
Date: July 20, 2003
Prepared for:
SCL Enterprises LLC
17921 Linden Avenue North
Shoreline, Washington 98133
By:
Liu & Associates, Inc.
19213 Kenlake Place NE
Kenmore, Washington 98028
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LIU & ASSOCIATES, INC'.
Geotechnical Engineering Engineering Geology Earth Science
July 20, 2003
Mr. Shaun Leiser
SCL Enterprises LLC
17921 Linden Avenue North
Shoreline, WA 98133
Dear Mr. Leiser:
Subject: Geotechnical Engineering Study
5-Unit Townhomes
23124 — 76 Avenue West
Edmonds, Washington
L&A Job No. 3AO87
INTRODUCTION
We have completed a geotechnical engineering study for the subject townhome project site,
located in Edmonds, Washington. The general location of the project site is shown on Plate I —
Vicinity Map. We understand that the proposed project for the site is to develop five townhome
buildings. The purpose of this study is to characterize the subsurface conditions of the site and
provide geotechnical recommendations for site grading, erosion abatement, surface and ground
water control, foundation design and construction, etc., for the proposed development of the site.
Presented in this report are our findings and recommendations.
PROJECT DESCRIPTION
For our use in this study, you provided us with copies of a property boundary survey plan of the
site and a preliminary building layout plan of the proposed development. According to these
plans, the site is a rectangular tract of land, about 0.56 acre in size. It has a frontage of 80 feet on
its east along 76th Avenue West and is about 303 feet deep. The development will include five
Itownhomes of individual, two-story, above -grade, wood -framed buildings in. one row dt 10 feet
19213 Kenlake Place NE - Kenmore, Washington 98028
Phone (425) 483-9134 - Fax (425) 486-2746
I
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 2
apart, and a long paved driveway along the north side of the site for access to the townhomes.
i
We understand that site grading will generally conform to the existing contour of the� site with
minimal cut and fill.
SCOPE OF SERVICES
Our scope of services for this study comprises specifically the following:
I Review the geologic and soil conditions at the site based on a published geologic map.
2. Explore the site for subsurface conditions with backhoe test pits to a firm bealring soil
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stratum or to the maximum depth (about 10 feet) capable of by the backhoe, used for
excavating the test pits, which ever occurs first.
3. Perform necessary geotechnical analyses, and provide geotechnical recommend ations for
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site stabilization, grading, erosion abatement, surface and ground water control, and
foundation design and construction, based on the subsurface conditions encountered in
the test pits and results of our geotechnical analyses.
4. Prepare a written report to present our findings, conclusions, and recommendatio I ns.
SITE CONDITIONS
SURFACE CONDITIONS
The site is bounded by 76th Avenue West on the east, and adjoined by residential developments
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on the north and south and west. The site is situated on a broad, gentle to moderatelly-steep,
easterly -declining slope. The terrain within the site generally slopes down gently eastward to
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within a few feet of its east boundary, then drops moderately steeply down to the street level of
76 1h Avenue West.
LIU & ASSOCIATES, INC.
� I
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 3
Presently, the eastern half of the site is occupied by a single-family residence. The western half
and the perimeter of the eastern half are dotted with scattered mature evergreen and �eciduous
trees, intennixed with ornamental trees and shrubs. Shallow dips and bumps have been made
over the western half of the site to turn it into a dirt bike course and playground.
GEOLOGIC SETTING
The Geology Mqp of the Edmonds East and Part of the Edmonds West Quadrangle,-Sh'ohomish
and King Counties, Washingto , by James P. Minard, published in 1983 by U. S. Geological
Survey, was referenced for the geologic and soil conditions of the site. According to this
publication, the surficial soil units at and in the vicinity of the site are mapped as Vdshon Till
(Qvt).
The geology of the Puget Sound Lowland has been modified by the advance and 'retreat, of
several glaciers in the past and subsequent deposits and erosion. The latest glacier advanced to
the Puget Sound Lowland is referred to as the Vashon Stade of the Fraser Glaciation, which has
occurred during the later stages of the Pleistocene Epoch and retreated from the reg ion some
14,500 years ago.
The Vashon Till was deposited directly by glacial ice during the most recent glacial period as it
advanced over an eroded, irregular surface of older formations and sediments. It is a very dense
mixture of unsorted clay, silt, sand, gravel, and scattered cobbles and boulders, often referred to
as "hard pan". The Vashon Till over the top two to four feet is normally weathered to a: medium -
dense state, and is moderately permeable and compressible. The underlying fresh till is very
dense and is practically impervious to stormwater infiltration. The fresh till has the strength of
low-grade concrete and can stand in a steep natural or cut slope for a long period. If remains
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 4
undisturbed and well -drained, the fresh till can provide excellent foundation support with,little
settlement expected.
SUBSURFACE CONDITIONS
Subsurface conditions of the site were explored with five test pits spread throughout the site.
They were excavated on July 1, 2002, with a tire -mounted backhoe to depths from 4.5 to 6.5 feet.
The approximate locations of the test pits are shown on Plate 2 - Site and Exploratioq Location
Plan. The test pits were located with either a tape measure or by visual reference to existing
topographic features in the field and on the topographic survey map, and their locations 'should be
considered only accurate to the measuring method used.
A geotechnical engineer from our office was present during subsurface explorat ion, who
examined the soil and geologic conditions encountered and completed logs of test pits. Soil
samples obtained from each soil unit in the test pits were visually classified in general
accordance with United Soil Classification System, a copy of which is presented on Plate 3.
Detailed descriptions of soils encountered during site exploration are presented in test pit logs on
Plates 4 through 6.
The site is generally mantled by a layer of topsoil of loose, organic, silty fine sand, from about 6
to 12 inches thick, except that fill up to 3.0 feet deep was encountered in Test Pits 2 and, 3 in the
area surrounding the existing residence. Underlying the topsoil and fill is a layer of light -brown
to brown -gray, loose to medium -dense, silty fine sand, from 1.0 to 3.0 feet thick. Underlying this
soil layer is a brown -gray to light -gray Vashon Till deposits of very -dense, gravelly, �silty fine
sand with occasional cobble to the depths explored, except in Test Pit 5 located at the west end of
the site where the till soils are weakly -cemented and in transition to an Advance Uutwash deposit
of gray, dense, slightly silty, fine to medium sand with a trace to some gravel.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 5
GROUNDWATER CONDITION
Groundwater- was not encountered in any of the test pits. The surficial soils oveilying the
Vashon Till were dry and dusty, while the underlying Vashon Till and Advance Outwash soils
were slightly moist. The fresh till is practically impervious and tends to perch st : ormwater
infiltrating into the surficial, more -permeable soil layers. The near -surface perched groundwater
would flow down -gradient along the surface of the underlying fresh till. Perched groundwater
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may exist during the wet winter months, and may completely dry up in the dry summer months.
The depth to and the amount of perched groundwater may fluctuate seasonally, depending on
precipitation, surface runoff, ground vegetation cover, site utilization, and other factors.
DISCUSSIONS AND RECOMMENDATIONS
GENERAL
Based on the soil conditions encountered from our subsurface explorations, it is our opinion that
the site is suitable for the proposed development from a geotechnical engineering viewpoint. The
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loose fill, organic topsoil and unsuitable surficial soils in the root zone should be completely
stripped within the driveway, building pads of the lots, or within areas where structural fill is to
be placed. The underlying fresh till are of very high shear strength and are capable of providing
good foundation support to the driveway and buildings to be constructed on the site.
The on -site till soils contain a high percentage of fines, and is very sensitive to moisture. It can
also be saturated quickly and result in heavy runoff and soil erosion during extended periods of
heavy rainstorms. Curtain drains or ditches may be installed, as required, along the upslope
boundaries of the site to intercept and drain surface runoff and near -surface perched groundwater
flow away from construction areas and to minimize soil erosion during construction.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 6
Conventional footing foundations placed on or into the underlying very -dense fresh till may be
used for supporting the buildings to be constructed on the building lots. Structural fill, if
required for site grading of the building pads and driveway, should be placed on proof -rolled,
unyielding, undisturbed, dense fresh till soils following the stripping of the surficial unsuitable
soils.
GEOLOGIC HAZARDS
Landslide Hazard
The dense to very -dense, fresh till and Advance Outwash soils underlying the site at shallow
depths are of very high shear strength and have excellent resistance against slope failures. The
competent soils underlying the site coupled with the generally gen'tle terrain within the site
should make deep-seated landslides unlikely to occur on the site.
Erosion Hazard
The loose fill, topsoil and the underlying loose to medium -dense silty fine sand layer are of low
resistance against erosion, while the underlying till and Advance Outwash soils are of moderately
high resistance against erosion. The gentle terrain over the site should signifi cantly reduce the
potential of soil erosion. To further mitigate soil erosion, curtain drains may be ins,talled, as
required, along the upslope boundaries to intercept and safely drain away surface runoff and
near -surface groundwater flow. The unpaved ground within the site should be vegetated to
provide erosion protection. Stormwater over impervious surfaces, such as roofs and driveway,
should be captured by underground drain line systems and catch basins, and tightlined to
discharge into a suitable stormwater dis posal facility. Exposed ground within the ! site not
covered with pavement should be landscaped and re -vegetated. Discharge of concentrated
stormwater should not be allow within the site unless properly collected and conveyed to
discharge to a suitable stormwater disposal facility.
LIU & ASSOCIATES, INC.-
July 20, 2003
5-Unit Townhomes
L&A Job No..3AO87
Page 7
Seismic Hazard
The Puget Sound region is classified as Seismic Zone 3 by the Uniform Building Code (UBC).
The high shear strength of the fresh till and Advance Outwash soils underlying the site at shallow
depths combined with the general lack of constant, extensive, continuous, static groundwater
table, should make the risk nil for the occurrence of liquefaction or lateral soil spreading on the
site. The buildings to be constructed on the building lots, however, should be designed for the
seismic forces during strong earthquakes. Based on the soil data obtained from the test pits, the
Soil Profile Type at the site underlain by dense to very -dense glacial soils should be classified as
Sc, in accordance with the 1997 UBC code.
SITE PREPARATION AND GENERAL GRADING
Site preparation should include demolishing the existing building on the site, clearing and
grubbing within construction limits. The foundations of the existing building should be
thoroughly removed. Loose fill, topsoil and unsuitable surficial soils with excessive roots should
be completely stripped within the driveway, building pads, and in areas where structural fill is to
be placed. The exposed surface should be compacted to a non -yielding state using a vibratory
roller compactor and proof -rolled with a fully loaded dump truck or water truck., During
construction, storm runoff should be intercepted with ditches or curtain drains, as required, and
discharged into a nearby inlet of the storm sewer under the street. The inlet should be covered
with non -woven filter fabric to screen out silt in the water.
The on -site soils contain a high percentage of fines and are very sensitive to moisture. A layer of
clean quarry spalls placed over excavated areas and areas of frequent traffic may be required to
protect the subgrade soils from disturbance by construction traffic. Silt fences should be erected
along the downslope boundaries of the site to prevent sediments being transported onto adjoining
properties.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 8
EXCAVATION AND FILL SLOPES
Under no circumstance should excavation. slopes be greater than the limits specified; by local,
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state and federal safety regulations if workers have to perform construction work in excavated
areas. Unsupported temporary cuts greater than 4 feet in height should not be ste I eper than
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IH:IV in the surficial weaker soils overlying the fresh till soils, and not steeper than may be
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vertical in the very -dense, fresh till provided that the overall depth of excavation does not exceed
10 feet. Permanent cut banks should not be steeper than 2H: IV in the surficial weaker soils, and
not steeper than I- I/4H: IV in the underlying, very -dense, fresh till soils.
Permanent fill embankments required to support structural or traffic loads should be constructed
with compacted structural fill placed over proof -rolled undisturbed, very -dense fresh till after the
topsoil, fill and unsuitable surficial soils in the root zone are stripped. The slope of permanent
fill embankment should not be steeper than 2H:IV. Upon completion, the sloping face of
permanent fill embankments should be thoroughly compacted to a non -yielding state with a hoe -
pack.
The above recommended cut and fill slopes are under the assumption that groundwater seepage
will not be encountered during construction. If encountered, the construction should be
immediately halted and the slope stability re-evaluated by a geotechnical engineer. The slopes
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may have to be flattened and other measures taken to stabilize the slopes. Surface run6ff should
not be allowed to flow uncontrolled over the top of cut or fill slopes. Permanent cut slopes or fill
embankments should be vegetated as soon as possible for long-term stability, and should be
covered with plastic sheets, as required., to protect them from stormwater until the vegetation is
fully established.
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 9
STRUCTURAL FILL
Structural fill is the fill placed under roadway pavements, footings, slabs -on -grade, and behind
retaining walls where it support loads. Structural fill should consist of clean soils with particles
not larger than four inches and should be free of organic and other deleterious substances.
Structural fill should have a moisture content within one percent of its optimum moisture content
at the time of placement. The optimum moisture content is the water content in the soil that
enable the soil to be compacted to the highest dry density for a given compaction effort.
The on -site soils contain too much fines and may be used as structural fill only under fair weather
condition when its moisture content can be controlled to close to its optimum moisture' content.
Imported material for structural fill should be clean, free -draining, granular soils containing no
more than 5 percent by weight finer than the No. 200 sieve based on the fraction of the material
passing No. 4 sieve, and should have individual particles not greater than four inches. Imported
structural fill should be stockpiled and covered separately from the on -site soils.
Structural fill should be placed in lifts no more than 10 inches thick in loose state, with each lift
compacted to a minimum percentage of the maximum dry density determined by ASTM D 1557
(Modified Proctor Method) as follows:
Application
Within building pads of the building lots
Roadway/driveway subgrade
Retaining wall backfill
Utility trench backfill
% of Maximum Dry Densi
95%
95% for top 3 feet and 90% below
90%
95% for top 4 feet and 90% below
LIU & ASSOCIATES, INC.
I
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 10
ON -SITE INFILTRATION SYSTEMS
Advance Outwash soils of gravelly, slightly silty, fine to medium sand was encountered in Test
Pit 5 located at the west end of the site. This sandy soil unit are of moderately high per M�eability,
and should be able to support on -site stormwater infiltration systems. The surface of this soil
unit is at about 6.0 feet below the existing grade.
For disposing stormwater through infiltration trenches, the bottom of the trenches should be
excavated at least 2 feet below the surface of the Advance Outwash deposit. The soils at the
bottom of vault or trenches should be verified by a geotechnical engineer during trench
excavation. If fine-grained silt or clay soils are encountered at the bottom of the trenches, they
should be over -excavated, thoroughly removed and replaced with free -draining sand, pea gravel
or washed gravel. The perforated PVC pipes through which stormwater is to be dispersed into
the ground should be enclosed in washed gravel wrapped in a layer of non -woven filte� fabric to
minimize silt intrusion into the pipes. Sufficient cleanouts at strategic locations s i hould be
provided for periodically cleaning the pipe to prevent clogging. For the design of the infiltration
vault or trenches, we recommend an infiltration rate not exceeding 5.0 iph (inches per hour) be
used. This infiltration rate should include a factor of safety of 2.0. Higher design infiltration
rate, if desired, should be verified by in -situ infiltration tests.
BUILDING FOUNDATIONS
Conventional footing foundations may be used for supporting the buildings to be constructed on
the building lots. The footing foundations should be placed on or into the very -dense, fresh till
soils, or on compacted structural fill based on the fresh till. Water should not be allowed to.
i
accumulate in excavated building footprints. Disturbed soils in footing trenches should be
completely removed or thoroughly re -compacted prior to pouring concrete for the footings.
LIU & ASSOCIATES, INC.
I
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page I I
If the above recommendations are followed, our recommended design criteria f6r footing
foundations are as follows:
0 Allowable soil bearing pressure for footing foundations, including dead and I I ive loads,
should be no greater than 2,500 psf. The footing bearing soils should be verifi I ed on -site
by a geotechnical engineer after the footing trenches have been excavated and before the
footings are poured.
* The minimum depth to bottom of perimeter footings below adjacent final exte I rior grade
should be no less than 18 inches. The minimum depth to bottom of the inte'rio I r footings
below top of floor slab should be no less than 12 inches.
The widths of footing foundations should be determined based the total loads they
support and the above recommended allowable soil bearing pressure. The i,minimum
width, however, should be no less than 16 inches for continuous footings and no less than
24 inches for individual footings.
A one-third increase in the above recommended allowable soil bearing pressure may be used
when considering short-term, transitory, wind or seismic loads. For footing foundations designed
and constructed per recommendations above, we estimate that the maximum total post -
I
construction settlement of the buildings should be 3/8 inch or less and the differential settlement
across building width should be 1/4 inch or less.
Lateral loads on buildings can be resisted by the friction force between the foundatioi is and the
I
subgrade soils or the passive earth pressure acting on the below -grade portion of the foundations.
I
For the latter, the foundations must be poured "neat" against undisturbed soils or backfilled with
a clean, free -draining, compacted structural fill. We recommend that an equivalent fluid density
(EFD) of 350 pcf (pounds per cubic foot) for the passive earth pressure be used for lateral
resistance. The above passive pressure assumes that the backfill is level or inclines upward
I I
I
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 12
behind the foundations for a horizontal distance at least twice the depth of the foundations below
final grade. A coefficient of friction of 0.65 between the foundations and the subgrade ! soils may
be used. These are unfactored values, and a proper factor of safety should be used in calculating
the resisting forces against lateral loads on the buildings.
SLAB -ON -GRADE FLOORS
Slab -on -grade floors, if used, should be placed on firm subgrade prepared as outlined ia the SITE
PREPARATION AND GENERAL EARTHWORK and the STRUCTURAL FILL sections of
this report. Where moisture control is critical, the slab -on -grade floors should be placed on a
i
capillary break which is in turn placed on the compacted subgrade. The capillary break should
consist of a minimum four -inch -thick layer of free -draining gravel or crushed rock containing no
more than 5% by weight passing the No. 4 sieve. We recommend that a vapor barrier, �such as a
6-mil plastic membrane, be placed over the capillary break to keep moisture from migrating
upwards.
DRIVEWAY PAVEMENT
Performance of roadway pavement is critically related to the conditions of the underlying
subgrade. We recommend that the subgrade soils within the roadways be treated and pr i epared as
described in the SITE PREPARATION AND GENERAL EARTHWORK section of this report.
Prior to placing base material, the subgrade soils should be compacted to a non -yielding state
with a vibratory roller compactor and proof -rolled with a piece of heavy construction equipment,
such as a fully -loaded dump truck. Any areas with excessive weaving or deflection should be
over -excavated and re -compacted or replaced with a structural fill or crushed rock pl I aced and
compacted in accordance with the recommendations provided in the STRUCTURAL FILL
section of this report.
LIU & ASSOCIATES, INC.
July 20, 2003.
5-Unit Townhomes
L&A Job No. 3AO87
Page 13
We recommend that a minimum 6-inch-thick, compacted, crushed rock base (CRB), consisting
I
of 5/8-inch-minus crushed rock, be used for the roadways. Such crushed rock base m! ay not be
required if the roadways are based on cuts into undisturbed, native, very -dense, fresh'till. The
crushed rock or subgrade base should be topped with 3-inch asphalt treated base (AT13) topped
by 2-inch-thick Class B asphalt concrete (AC).
SITE DRAINAGE
Site and Driveway Grading
The on -site surficial soils are of moderately low permeability, while the underlying fresh till soils
are practically impervious. They can be saturated quickly and heavy runoff and nedr-surtace
groundwater may be encountered during periods of heavy rain. To minimize potential
difficulties for site grading work due to storm runoff during construction, one or more lines of
ditches or curtain drains should be used, as required, to intercept storm runoff and nedr-surface
groundwater flow. Water thus collected should be discharged into a nearby storm sewer.
Runoff over Impervious Surfaces -)
Storm runoff over impervious surface, such as roofs and driveway, should be collected by
underground drain line systems connected to downspouts and by catch basins. Stormwater thus
collected should be tightlined to discharge into a suitable stormwater disposal facility.
Building Footing Drains
A subdrain should be installed around the perimeter footings of each townhome building to
minimize accumulation of groundwater under the buildings. The subdrains should consist ot a 4-
inch-minimurn-diameter, perforated, rigid, drain pipe, laid a few inches below the bottom of
perimeter footings. The trenches and the drain lines should have a sufficient gradient to generate
flow by gravity. The drain lines should be embedded in washed gravel completely wrapped in
LIU & ASSOCIATES, INC.
I
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 14
non -woven filter fabric to within about 12 inches of finish grade. The remaining trench may be
I
backfilled with on -site impervious soils. Water collected by the perimeter footing subdrains
ischarge
should be tightlined, separately from the roof and surface stormwater drain systems, to d
into a storm sewer or a suitable stormwater disposal facility.
111 Mulky.111-113MI
This report has been prepared for the specific application to this project for the exclusi.�e use by
SCL Enterprises LLC, and their associates, representatives, and consultants. We recommend that
I
this report, in its entirety, be included in the project contract documents for the information of the
prospective contractors for their estimating and bidding purposes. The conclusions and
interpretations in this report, however, should not be construed as a warranty of the subsurface
conditions. The scope of this study does not include services related to construction safety
precautions and our recommendations are not intended to direct the contractor's ;methods,
techniques, sequences or procedures, except as specifically described in this report for design
considerations.
Our recommendations and conclusions are based on soil conditions encountered in thc, test pits,
our engineering analyses, and our experience and engineering judgment. The conclus�ions and
recommendations are professional opinions derived in a manner consistent with the level of care
and skill ordinarily exercised by other members of the profession currently practicing under
similar conditions in this area. No warranty, expressed or implied, is made.
The site subsurface conditions encountered in the test pits may vary from those actually
encountered during construction. The nature and extent of such variations may not become
evident until construction starts. If variations appear then, we should be retained to re-evaluate
LIU & ASSOCIATES, INC.
July 20, 2003
5-Unit Townhomes
L&A Job No. 3AO87
Page 15
the recommendations of this report, and to verify or modify them in writing prior to proceeding
with the construction.
CLOSURE
I
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions regarding this report or need further consultation.
Six plates attached
2 9
rWING 7/17/ Z-0-0-7-
Yours very truly,
Ll SSOCIATES, INC.
J. S. (Julian) Liu, Ph.D., P.E. i
Consulting Geotechnical Engineer
LIU & ASSOCIATES, INC.
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LI_U & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
VICINITY MAP
5-UNIT TOWNHOMES
3124 - 76TH Avenue West
EDMONDS, WASHINOTON
JOB NO. 3AO87 I DATE 7/14/03 PLATE 1
= = m m m m = = m m = m = m = m m m m
N 00'42'13" W
(10"
80.00'
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LIU & ASSOC] ATES,.I.NC.
Geotechnical Engineering Engineering Geology Earth Science
SITE AND EXPLORATION LOCATION PLAN
5-UNIT TOWNHOMES
3124 - 76TH AVENUE WEST
EDMONDS, WASHINGTON
JOB NO. 3AO87 I DATE 7/14/03 PLATE
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
MORE THAN 50% OF
GRAVEL
GP
POORLY -GRADED GRAVEL
GRAVEL WITH
GM
SILTY GRAVEL
GRAINED
COARSE FRACTION
SOILS
RETAINED ON NO. 4 SIEVE
FINES
GC
CLAYEY GRAVEL
SAND
CLEAN
sw
WELL -GRADED SAND, FINE TO COARSE SAND
SID
POORLY -GRADED SAND
MORE THAN 50%
MORE THAN 50% OF
SAND
SAND WITH
SM
SILTY SAND
RETAINED ON THE
COARSE FRACTION
NO. 200 SIEVE
PASSING NO. 4 SIEVE
FINES
SC
CLAYEY SAND
FINE-
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
LIQUID LIMIT
ORGANIC
OL
ORGANIC SILT, ORGANIC CL�Y
SOILS
LESS THAN 50%
MORE THAN 50%
SILTY AND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, EL ! ASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
PASSING ON THE
LIQUID LIMIT
ORGANIC
OH
ORGANIC SILT, ORGANIC SILT
NO. 200 SIEVE
50% OR MORE
HIGHLY ORGANIC SOILS
PT _FPEATANDOTHER
HIGHLY ORGANIC SOILS
NOTES:
SOIL MOISTURE MODIFIERS:
1. FIELD CLASSIFICATION IS BASED ON VISUAL EXAMINATION
DRY - ABSENCE OF MOISTURE, DUSTY, DRYTO
OF SOIL IN GENERAL ACCORDANCE WITH ASTM D2488-83.
THETOUCH
2. SOIL CLASSIFICATION USING LABORATORY TESTS IS BASED
SLIGHTLY MOIST - TRACE MOISTURE, NOT DUSTY
ON ASTM D2487-83.
MOIST - DAMP, BUT NO VISIBLE WATER
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL
WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF SOILS, AND/OR TEST DATA.
USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICAT I ION SYSTEM
Geotechnical Engineering - Engineering Geology Earth Science
PLATE 3
TEST PIT NO. 1
Logged By: JSL
Date: 7/1/03
AI
T 0=1 0 N111
Depth
LISCS
Sample
w
Other
ft.
CLASS.
Soil Description
No.
%
Test
OL
Black, loose, organic, silty fine SAND, with roots, dry (TOPSOIL)
SM
Light -brown, loose to medium -dense, gravelly, silty fine SAND,
2
some r dy
Tan -gray, medium -dense, silty fine SAND, trace to some gravel,
3
trace roots, d!y
SM
Light -gray, very -dense, gravelly, silty fine SAND, occasional cobble,
4
slightly moist to dry (fresh VASHON TILL)
5
6
Test pit terminated @ 4.5 ft, groundwater not encountered.
7
8
9
TEST PIT NO. 2
Logged By: JSL Date: 7/11/03
Ground El.
Depth
LISCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
%
Test
OL
Brown, loose,- slightly organic, silty fine SAND, trace gravel, with
abundant roots, dry (FILL)
2
3
SM
Light -brown, medium -dense, silty fine SAND, trace to some gravel,
4
dry
Light -brown to light -gray, very -dense, gravelly, silty fine SAND,
SM
5
occasional cobble, slightly moist (fresh VASHON TILL)
6
Test pit terminated @ 5.0 ft, groundwater not encountered.
7
8
Test pit terminated @ 7.0 ft, groundwater not encountered.
9
10
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS
5-UNIT TOWNHOMES
1
23124 - 76TH AVENUE WEST
EDMONDS, WASHINGTON
JOB NO. 3AO87 DATE 7/14/63 1 PLATE 4
M
TEST PIT NO. 3
Logged By: JSL Date: 7/1/03
Ground El.
Depth
USCS
Sample
W.
Other
ft.
CLASS.
Soil Description
No.
%
Test
SM
Brown, loose, silty fine SAND, trace gravel, with cobble to boulder
size angular rocks and fine roots, dry (FILL)
2
3
Light -brown to brown -gray, medium -dense, silty fine SAND, trace
gravel and fine roots, slightly moist to dry
4
—Light-gray, very -dense, gravelly, silty fine SAND, occasional cobble.
—§-M--
5
slightly moist to dry (fresh VASHON TILL)
6
Test pit terminated @ 5.0 ft, groundwater not encountered.
7
8
9
.10
Logged By: JSL
TEST PIT NO.
Date: 7/1/03
2
Ground; El.
Depth
USCS
Sample
W
Other
ft.
CLASS.
Soil Description
No.
%
Test
SM
Light -brown, loose, silty fine SAND, trace to some gravel, with
1
fine roots, dry
SM
2
Light -brown to light -gray, medium -dense, silty fine SAND, trace
to some gravel and occasional cobble, dry
3
SM
Light -gray, very -dense, gravelly, silty fine SAND, occasional cobble.
4
slightly moist to dry (fresh VASHON TILL)
5
6
Test pit terminated @ 4.5 ft, groundwater not encountered.
7
8
9
.10
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST. PIT LOGS
5-UNIT TOWNHOMES
23124 - 76TH AVENUEWEST
EDMONDS, WASHINGTON
JOB NO. 3AO87 I DATE 7/14/b3 I PLATE 5
TEST PIT NO. 5
Logged By: JSL
Date: 7/1/03
GroundEl.
Depth
USCS
Sample
w
Other
ft.
CLASS.
Soil Description
No.
%
Test
OL
Dark -brown, loose, organic, silty fine SAND, with abundant roots,
dry (TOPSOIL)
Brown to light -brown, Iooie_t6_medium-dense, s�ty —fine SAND,
SM
2
trace gravel, slightly moist to dry
3
4.
Brown-gray,'�ense, slightly silty, fine to midium SAND, trace to
SM
5
some gravel, top 12 to 18 inches weakly cemented, slightly moist
(VASHON TILL -ADVANCE OUTWASH transition zone)
6
7
8
Test pit terminated @ 6.5 ft, groundwater not encountered.
9
10
TEST PIT NO.
Logged By: Date:
Ground
Depth
ft.
USCS
CLASS.
Soil Description
Sample
No.
w
%
Other
Test
2
3
4
5
6
7
8
9
10�
LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
TEST PIT LOGS!
5-UNIT TOWNHOMLS
1
23124 - 76TH AVENUE WEST
EDMONDS, WASHIN6TON
JOB NO. 3AO87 I DATE 7/14/0 1 PLATE 6