23329 92ND AVE W.PDF11,1111111111
8840
23329 92ND AVE W
ADDRESS:
TAX ACCOUNT/PARCEL #:
-1
BUILDING PERMIT (NEW STRUCTURE)
COVENANTS (RECORDED) FOR:
CRITICAL AREAS DETERMINATION:
El Conditional Waiver Astudy Required E]Waiver
CRITICAL AREAS DETERMINATION:
Conditional Waiver El Study Required Waiver
DISCRETIONARY PERMIT #S:
DRAINAGE PLAN DATED: 10
PARKING AGREEMENTS DA�ED:
EASEMENT(S) RECORD FOR!
PERMITS (OTHER — list permit Vs):
PLANNING DATA CHECKLIST DATED
SCALED PLOT PLAN DATED: , 51uloz,
SEWER LID FEE $:
LID #:
SHORT PLAT FILE: S - 22(a - trpsl
LOT: I -FBLOCK-
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE/ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
L:\TEMP\DST's\Forms\Jana's Street File Checklist 5-14-08.doc
Ov E D'v
STATUS: ISSUED 8/21/2008
Expiration Date: 8/21/2009
Parcel No: 00555300100505
RAY WEBER
24323 CEDAR WAY
0 0
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS,WA 98020
PHONE: (425) 771-0220 - FAX: (425) 771-0221
Permit #: BLD200 �0141-
Project Address: 23329 92ND AVE W, EDA6NI*
RAY WEBER
24323 CEDAR WAY
MOUNTLAKE TERRACE, WA 98043-5834 MOUNTLAKE TERRACE, WA
98043-5834
206-769-3860
RAY WEBER
24323 CEDAR WAY
MOUNTLAKE TERRACE, WA 98043-5834
LICENSE #: WEBERS* 168DH EXP:2/20/2010
JOB DESCRIPTION
SFR
VALUATION: $300,935
PERMIT TYPE: Residential
PERMIT GROUP: 64 - Single Family Residence New
GRADING: Y CYDS: 324
TYPE OF CONSTRUCTION: VB
RETAINING WALL ROCKERY: N
OCCUPANT GROUP: R3
OCCUPANT LOAD:
FENCE: N ( 0 X 0 Fr.)
CODE: 2006
OTHER: N ------- OTHER DESC:
ZONE: RS-8
INUMBER OF STORIES: 2 —JVE
ED DATE:
INUMBER OF DWELLING UNITS: I
I
EXISTING AREA
IBASEMENT: 0 1 ST FLOOR: 0 2ND FLOOR: 0
PROPOSEDAREA
IBASEMENT: 0 1 ST FLOOR: 1428 2ND FLOOR: 1542
13RD FLOOR: 0 GARAGE. 0 DECK: 0 OTHER: 0
13RD FLOOR� 0 GARAGE: 576 DECK: 0 OTHER: 12
FRONT S ETBACK SIDESETBACK REAR S ETBACK
�EQUIRED. (W) 25' PROPOSED: 25' �REQUIRED: (N) 7.5' PROPOSED: 17--�REQU`IRED: (E) 15' PROPOSED: 15'
-lEIGHT ALLOWED:25 PROPOSED:23.2 IREQUIRED: (S) 7.5' PROPOSED: 7.5'+ 1
;ETBACK NOTES: Southern side setback is measured to the northern boundary ofthe vehicular access easement. All rockeries/retaining walls must be
ess than 3' over original grade where located Within the required setbacks.
I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUCTION AND IN DOING THE WORK AUTHORIZED
THEREBY, NO PERSON WILL BE EMPLOYED IN VIOLATION OF THE LABOR CODE OF THE STATE OF WASHINGTON RELATINGTO
WORKMEN'S COMPENSATION INSURANCE AND RCW 18:27.
[IS APPLICATION ISNO.T—A PERMIT UNTIL SIGNED BY THE BUILDING OFFICIAL 0'R7ftJSfHAR DEPUTY AND ALL FEESARE FAID.
I I - P le- �- 0 0
?�K 60 P--,D /,- ff --D % ( Yd -//95(
Signature Print Name Date 'fzet6ase�!`By' Date' I
ATTENTION
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL A FINAL INSPEC11ON HAS BEEN MADE AND APPROVAL ORA CERTIFICATE OF
OCCUPANCY HAS BEEN GRANTED. UBC]09/ IBC I I G/ IRC 110,
ARCHIVE APPLICANT = ASSESSOR OTHER
0
E7
STATUS: ISSUED BLD20080241
CONDITIONS :
REQUIRED SPECIAL INSPECTIONS FOR THIS PROJECT:
1) Excavation, grading, & general site preparation
2) Soil bearing verification
3) Placement of structural fill & compaction
4) Foundation drainage
• Lot line stakes must be in place at the time of foundation/setback inspection.
• All new, extended, re -built or relocated electrical utility and/or service shall be placed underground.
• Installation use and maintenance of equipment and components shall be per manufacturer's specifications, installation
instructions, and applicable state codes. Provide manufacture's installation instructions on site for Building Inspector.
• Installer shall provide the manufacturces installation, operating instructions, and a whole house ventilation system operation
description. A label shall be affixed to the whole house timer control that reads "Whole House Ventilation" (see operating
instructions).
• Maximum Height 25 feet. Measured from average elevation of undisturbed sod at comers of extended building rectangle.
Subject to field check by building department.
• Hose Bibbs (exterior faucets) are required to have a permanently affixed anti -siphon device installed.
• In addition to the required pressure/relief valve, an approved listed expansion tank shall be installed on all hot water tanks. Per
UPC 608.
• Type B or L vent connectors required on fuel-buming appliances passing through unheated spaces. Per IMC 803.2
• Obtain Electrical Pennit from State Department of Labor & Industries. 425-290-1309
• Pursuant to UPC 605.2 a water service shutoff shall be installed on the water line as it enters the building.
• Gas pipe test must be observed by City Budding Inspector, affidavits shall not be accepted.
• City approved plastic piping may be used in water service piping provided that where metal water service piping is used for
electrical grounding purposes, replacement piping shall be of Re materials (UPC 604.8). A state electrical permit and
inspection is required if electrical grounding is altered, removed, improved, or added. Contact State Dept. of Labor &
Industries Electrical Division at 425-290-1309.
• Subtnit all special inspection reports to the City Building Inspector on a weekly basis.
• Any request for alternate design, modification, variance or other administrative deviation (hereinafter "variance") from
adopted codes, ordinances or policies must be specifically requested in writing and be called out and identified. Processing
fees for such request shall be established by Council and shall be paid upon submittal and are non-refundable.
Approval of any plat or plan containing provisions which do not comply with city code and for which a variance has not been
specifically identified, requested and considered by the appropriate city official in accordance with the appropriate provision
of city code or state law does not approve any items not to code specification.
0 Pursuant to UPC 608 a pressure regulator valve (PRV) shall be installed near the water shutoff.
9 Sound/Noise originating firomtemporary construction sites as a result of construction activity are exempt fromthe noise limits
of ECC Chapter 5.30 only during the hours of 7:00amto 6:00pm on weekdays and 10:00am and 6:00pmon Saturdays, excluding
Sundays and Federal Holidays. At all other times the noise originating from construction sites/activites must comply with the
noise limits of Chapter 5.30, unless a variance has been granted pursuant to ECC 5.30.120,
0 Applicant, on behalf ofhis or her spouse, heirs, assigns, and successors in interests, agrees to indemnify defend and hold
harmless the City of Edmonds, Washington, its officials, employees, and agents from any and all claims for damages of
whatever nature, aris ing directly or indirectly from the issuance fo this permit. Issuance of this permit shall not be deemed to
modify, waive or reduce any requirements of any City ordinance not limit in any way the City's ability to enforce any ordinance
provision.
9 Refer to City of Edmonds Water service line handout for approved pipe materials, inspections and other requirements.
0 48 hours notice is required when requesting your FINAL Engineering Inspection. 425-771-0220, e)d. 1326.
0 New and existing buildings shall have approved address numbers, building numbers or approved building identification
placed in a position that is plainly visible from the street or road fronting the property. Address numbers shall be Arabic
numerals or alphabet letters. Numbers shall be legible from the public way, at least 4 inches high with a V2 inch min. stroke
width on a contrasting background.
0 Call for locates of underground utilities prior to any excavation.
0 Maintain erosion & sedimentation control per city standards.
0 Maintain 10'seperation between the sanitary side sewer and the water service line.
Applicant shall repair/replace all damage to utilities or frontage improvements in City fight -of -way per City standards that is
caused by or occurs during the perrnitted project.
I
1 0 0
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE
PUBLIC DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES, ETC.) WILL REQUIRE SEPARATE PERMISSION.
PERMIT TIME LIMIT. SEE ECDC 19.00.005(A)(6)
BUILDING (425) 771-0220 EXT. 1333 ENGINEUMG (425) 771-0220 lDcr. 1326 FWX (425) 771-0215 1
PUBLIC WORKS (425) 771 -M5 PR&TREATNMST (425) 672-5755 RECYCI-JNG (425) 2754801 _j
When calling for an inspection please leave the folloming information: Permit Number, Job Site Address, Type of Inspection being
requested, Contact Name and Phone Number, Date Prefereed, and %hether Von prefer morning or afternoon. I
E-Erosion Control/Mobilization
E-Traffic Control
FStorinTightline
E-Ston-n Connect to Stub
EStortn Detention System
E-Footing Drain Connection
E-Water Service Line
E-Driveway Fonn & Slope Ver.
E-Engineering Final
B-Setbacks
B-Footings
B-Foundation Wall
B-Isolated Footings/Piers
B-Slab Insulation
B-Plumb Ground Work
• B-Plunib Rough In
• B-Gas Test/Pipe
B-EAefior Sheathing
B-ShearNailing
B-Height Verification
B-Frarning
B-Wall Insulation/Caulk
B-Cciffig Insulation/Caulk
B-Shectrock Nail
B-Building Final
c- W &,)a t (;� � x . .,57; --;'-
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rij;Ad. TREET FIL
av I Sides Wt 4kyl so+ C) .90Q�J,�6 t;�-
- 7e
Front W
T. p 4-10, Side S
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lot t Rear 0
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91 Other
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5 er v; IS k cj 0 slop-
Apg�;MJVED'IOOTED 6 To A e
BY ENGINEERING
a v t.,j FOR �MSPECTIGN
%OL!�3 6UX66 1>,'qc
APPROVED BY PLANN46
Y\U;A F) c RESUB
3 99. Rydak%7-
rk - F.-o�7 ALL EXPOSED SURFACES TO MAY 2 0 2008
BE COVERED WITHIN 2 DAYS B%1pYNQ
ORWCr,"6�,
0 0
PLANNING DATA STREET FILE
SINGLE FAMILY RESIDENTIAL
Name:
Date: /0
Site Address:
cla nct \J
Plan Check # -
I
Project Description: N e-Lo e
Reduced Site Plan ProvidedALES NO)
Zoning:
Map Page:
Corner Lot: (YES Flag Lot:' YES
Critical Areas Determination it: CPA-3(DQG- \Ga
A Study Required — Ecarb'zbr,
El Waiver
SEPA Determination: 1�-xexvNc�r
Exempt X
Needed (for over 500 cubic yards of grading)
0 Fee El Checklist El APO List with notarized form
Required cks
Street: e: Rear:
kl� 7:7. S'
Actual Setbacks
Street:
Side-
61� 16
tSide:(
Rear
El Detached Structures:
Rockeries -
El Fences/Ti-ellises:';�C)'r%es\lot;o". 310,4tr AV --)-&k-e. -Vo \3p— ke---zA.
J4 Bay Windows/Projecting Modulation: Upfer -01oor c,*e-41\,tvex- or-, 6-4�ltk- 15�% E-
El Stairs/Deck: Alo, , SV0j,-,-, A1A\0 '% n cn-e��Cr Sncc.>,-% -k-o
Datum Point: -Vo-c) CP 2)%. Cr1�"n\-e,-C41VAU--
Datum Elevation:
N
Maximum Height Allowed:
Actual Height:
2 a -�) I (
other
Parking Required:
Parking Provided:
Lot Area:
Maximum Lot Coverage: 35% upropo��
Lot Coverage Calculations: Ree:�,Aep- 00V 0
aoree- -V�r- 6A
ADU Created: (YES As
Subdivision: !�:; — or.. - i L-crV
J
Legal Nonconforming Land Use Determination Issued: (YES
Coairuents
Plan Review By: fl"4iq Data form 04-11 -W, doc
AT:
DE
PER-INTERNATIC
W__
Occupancy established by this certificate:
No. Stories:— 2
Owner of building:
kR-t—MENT'OF BUILDIN.GS
AL RESIDENTIAL CODE,SECTION R110
A"
Building P , e rm it M BLD2008-0241
Dwelling Units:
Basement: N/A Type of Construction: V13
RaVMeaber,,.,!1
R3
nd-Ave,W ""beeriA'
The Single Family Residence at 23329'92 has- nspected and approved complying with the requirements
of the 2006 edition of the International Residential 6de as ad olpte�d"by-,_t hircit-y-f�o---r!.tzt�i-6-,,,group and division of occupancy and the use for which
the proposed occupancy is classified.
Issued this 6 th day of August, 2010
-Chief Building Official
By:
Any change of occupancy or use requires a building permit and a new Certificate of Occupancy issued by the City of Edmonds Building Official.
NOTICE.
_7U
c
No"'W''a r-r a n t� y
a t'o n shown on the attached
The inforM I
map(s) was compiled for. use by the City Of
Edmonds/ its Empl-oyees and Consultants.
Th,.e City of �Edrn.onds does. not . warrant the
f anything set forth on these
accuracy 0
M a P ('s"). A n . y person or entity -requesting a
copy should c:onduct an independent
'ation shown-o
inquiry regarding the inf('Drm
tFi�� map(s),, including, but not hrn'ted to,
the location of any sewer stub shown, Suc
-not exist and may
sewer stubs may or may
or may not exist at the location shown
Neitheir the City of Edmonr-14 S nor its
e m pt o-y e e-s o r o ff i -c e -r s -s h. b e I--,, a. Iralf-e f o r h
n on this map(5), nor for
information g'Ve' d
entation provided base
any one repres
upon said. map(s).
STREE FIL,
�.�4 c �13
�.3
C-G
TE
31900
391
Ap
7-
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D,5
ez"Imp 03kT1,.#\ r- qq, S.F.
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A CW
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29 / 8 "Pi pe- (--) �qew C-B- ,j
V- u at —;--
F I
J)ry,f AIX ()UJY%r-O
�,r;s or-
Pc, 0 , T 4�64
r -of y
2'372-�
jfkppl- nt hall ��repVce all damage to
utillt .1 or ntage ImPrOvGments in City sed
I
gM#w y per City standards that is cau
rjht
r
or oc4rs uring the pwmitt8d Pr0J9ct*
v
jA, (LCCS -r* ive- 10 L6 e(
q,30 s-f
0 4o L
F00TjjVG DF141AIS IVO-r
To Bc T, D
DETEIVildkE . SYIAITO
<, 0, STEAf
9.2 0 4!!�Ave- id,
qftAor OLVU, A�VROVFID AS NOTED
6ovev, �9�1 c "2. WA%ISWE� PIC mjEW AY XEIN EIRING
�0- 31 DISMEr
RESUB
'* - 2 0 2008
PIAV� 111WSWAMAWqr
STANDARD DETENTION SYSTEM WORKSHEET
(5000 SF OR LESS) CALC. BY:
OWNER- ADDRESS: 921A J CA PHONE: Z 2-
E *� 3� DATE:
ORIFICE
IMPERVIOUS SUFACE AREA PIPE DIA. PIPE LENGTH
RIM ELEV.
FINIAW
GRAqW
TIG
FOOTING DRAINS SHALL NOT
DETENTION PIPE LENGTH
— 0.5% TO 1.0% SLOPE
. E LEV. 11A —.0
BE CONNECTED TO
OCKING LID (TYP-) _
IM ELEV. I 9->1 0 0
F61, min. clearance
Measured from top of
Conc. box or riser.
DETENTION SYSTEM
,(-/ /,/ �Tu b
TO CITY CONVEYANCE
INV. '� �/
ELEV. 0 yo
RIM ELEV
IKI%l r-1 C%J
ONTROL
UPPER CATCH BASIN -F
9* IN, RIFICE
ROM CONTROL CB
2 2'X2'XI 2" DEEP
(4'-6- QUARRY SPALLS OR EQUAL) CONTROL CATCH BASIN IN. 6" COVER
FROM CONTROL C
ROM CONTROL CB
12" DEEP
(4 QUARRY SPALLS
IN, 6"1
CONTROLCEI
S R
SHALL BE PERPENDICULAR
H T
TO SPREADER TRENCH RENCH SHALL BE LINED
WITH MIRAF1 & ON TOP
L
PERF. PIPE SHALL BE
L L
E ENDS
EVEL & CAPPED AT 7/8" WASHED DRAIN ROCK
RIPRAP OUTLET SPREADERTRENCH
NOTES
1, CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHTLINE AND DETENTION
SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS.
2. Responsibility for operation and maintenance of drainage systems on private property is the responsibility of the property
I * owner. Material accumulated in the storage pipe must be flushed out and removed from catch basins to allow proper operation.
The outlet control orifice must be kept open at all times.
CITY STORM
CONVEYANCE
SYSTEM
SPREADER TRENCH
SHALL BE A MIN.
OF 10'LONG AND
PERPENDICULAR
TO CONTROL CB.
1-1
WEBER SHORT PLAT
7. DRAINAGE CALCULATIONS
Total Area of the Site 0.694 Acres
As per the Soil Survey of the Snohomish County Area, the entire site is Alderwood
Gravelly Sandy Loam, which corresponds to a Type C soil. For calculation purposes, a
Type "C" soil was used.
10,34-MR000, MI ,
Impervious Area:
Existing House 2,334 sf.
Concrete Patio 836 sf.
. Total 3,170 sf (0.073 Ac.)
Pervious Area:
Area = 0.694 (total) — 0.073(imp.) = 0.621 Ac.
CN
= 81
Tc
= 16.99 minutes
L
= 85 feet
S
= 7.29%
Developed Site:
Impervious area:
Onsite Area:
Shared Driveway = 2,031 sf. 6 4 F
Lot 1 house = 2,400 sf.
ot I driveway 8� a7- &p
Lot 2 Driveway 900 Sf.
Lot 3 house = 2,400 sf.
Lot 3 DriveMaA = 1.000 Sf.
Total . = 9,581 sf. (0.220 Ac.)
Pervious area: 0.694 (total) — 0.220 (imp.) = 0.474 Ac.
*Rainf�ll
2- Year = 1.50 in.: 10- Year = 2.00 in.: 100- Year = 3.00 in.
Taken from the City of Edmonds required rainfall totals
WESTERN ENGINEERS, INC. PROJECT: 06-774-A
NW CORNEI
LOT 6
291
se
rt
s—,
1,00
to
130,
jo.
ra
CY--L(-1'6-1(T-E= 337,47' WESTERLY 231.56'
-------------- -------------
0-
N88'03'40"E (P)'
A881041081E (WEI) 2JI.56' (WEI)
75.75' ---- ----- 11604 -J9.77'
GE., a av
r� sit 60
10, STORM -392 2.
& UnUTY
E4SEMENT 0 12,268 !:;F
to (�-'282 ACkES)
10T 2 NkT
! 10,295
9,885 SF K to If k
S;5.1. Co 0236 ACRES)
tu---ZI AE&Lb) z %'-k .. .. . 0
LOT-:, V MET
WACRES)nj
DiWNAGE
�X*/v fit EASOJENT
ir
pfA
ESWr
yr8,�V-- . - v-8
t )f r\ 31
It 0 j It
TTIM
Vt
rCA-#'r 1
42.70 %n
w
4o' /I
FND IP CRIMPED,
DOWN 1.7, 0.2N. O.11fit�i�
(11106)
NW04'OXE WO)
23' ACCESS NBIrOJ'401- P) -
ESHT
tj r%
'o cb
/. tr 7:-- , 3 0(
L231.56'
23' ACCESS
ESUT
tn
8,064 SF-
(0. 185 ACRES)
6
5.5'
OF LOT 5
70-03'
VEI)
c
Fsl� c,
�j
c�332-7
RECEIVED
JUN 19 2008
ENGINEEFUNG DIVISION
SOUTI
NORD
FND 112- R1,
116915" ON i
COR OF 36" 1
(11106)
""W
—tl
NOW
F7VD 112 - R/I
LS 116915" D
(11106)
IF
I
9
Western
e
Engineers
IV" Inc.
SURVEYORS - PLANNERS - ENGINEERS
PREPARED BY:
JESSE JARRELL, E.I.T.
REVIEWED BY:
BARRY CONSTANT, P.E
13000 Highway 99 South * Everett, Washington 98204
(425) 356-2700
FULL STORM DRAINAGE STUDY
For
WEBER SHORT PLAT
23327 — 92ND AVE W.
EDMONDS, WASHINGTON
S-2006-152
ISSUE DATE: JUNE 28,2007
REVISION DATE: August 21, 2007
CLIENT: RAY WEBER
24323 CEDAR WAY
MOUNTLAKE TERRACE, WA 98043
(206) 769-3860
FAX (425) 356-2708
)6a"O�q I
REET FILE
RECEIVED
MAR 21 Ka3
BUILDING DEPAk
CITY OF EDMom),Q
WESTERN ENGINEERS, INC.
Job No. 06-774-A
LAND USE CONSULTANTS - CIVIL ENGINEERS - LAND SURVEYORS - ENGINEERING CORPORATION
0 1 . 0
TABLE OF CONTENTS
Page
Drainage Information Summary ..................... .... .................................... I
ExecutiveSummary ........................................................................................... 2-4
ExistingConditions ............................................................................................ 5
OffsiteAnalysis .................................................................................................. 6
Aerial and Downstream Photographs ............................................................... 7-11
DrainageProposal .............................................................................................. 12
Drainage Calculations ........................................................................................ 13-19
Erosion/Siltation Risk Assessment ................................................................... 20
SoilsData ............................................................................................................. 21-27
Operations and Maintenance .............................................................................. 28-36
WEBER S14ORT PLAT
1. ATTACHMENT ssA99
DRAINAGE INFORMATION SUMMARY FORM
Project Name: WEBER SHORT PLAT
Project Engineer: WESTERN ENGINEERS, INC.
Project Applicant: RAY WEBER
EMOUNTLAKE TERRACE, WA
Project Total Area: 0.70 Acres
Project Development Area: 0.70 Acre
Summary Table
Number of Existing Lots: 1
Number of Proposed Lots: 3
Drainage Basin Information
Individual
Basin
Designation
TOTAL
A
B
C
On -site Development Area
0.70 ac
Type of Storage Proposed
PIPE
Approximate Storage Volume
547 sf.
Soil types
ALDERWOOD
Type C
t-re-aeveiopea Kunorr mare
Q (cfs)
10 year
0.076
100 year
0.181
i-osr-aevetopea munort mate
Before / after controlling
Q (cfs)
10 year
0.161F0.076
100 year
0.29710.181
WESTERN ENGINEERS, INC. PROJECT- 06-774-A
WEBERSHORTPLAT 0 1 1 0
2. EXECUTIVE SUMMARY
The proposed project is located at 23327 92 d Ave West in the City of Edmonds,
Washington. More generally, the site is located in Section 3 1, Township 27 North, and
Range 4 East of the Willamette Meridian in Snohomish County, Washington. Please refer
to the Vicinity Map attached in the next section.
The approximate 0.70-acre site is partially developed with a house, detached garage, an
asphalt driveway and a gravel driveway. The site generally slopes towards the west
towards 92 nd Ave, at slopes ranging from 2% to 50%. The majority of the site is covered
by poorly maintained residential landscaping and lawn area. Small areas of the site
located along the southern, northern and eastern boundaries exist as second/third growth
forest. The site contains Alderwood type soils. Please refer to the soil map and
descriptions attached later in this report.
The planned development for the site includes the retaining the existing residence and the
addition 2 new single-family lots along the eastern and western boundaries. The
proposed development would include a 23-foot wide shared driveway easement which
will be used by lots 2 and 3 of the short plat. Lot 1, located along the western boundary
line of the site, will utilize the existing access point into the site. Both driveway
entrances will gain the site access to 92 d Ave West.
Storm water detention for the site will be performed through an underground detention
pipe located in the center of the 15-foot drainage easement, located on the western
boundary line of lot 2. The 64-foot long, 36" diameter detention pipe will detain the
majority of the runoff from the site and convey it to the storm system on the eastern side
of 92 d Ave. The design of the underground detention pipe is proposed to meet the
detention requirements conforming to the City of Edmonds and the 1992 D.O.E. Ston-n
Water Manual.
Sewer service will be provided from an existing sanitary sewer main located in the right-
of-way for 92 nd Ave. The development will retain the existing sewer stub for the existing
house on site and lengthen the side sewer to serve lots 2 and 3. From the western
boundary line of the site, the existing sewer stub will be connected with a new 6"pvc
WESTERN ENGINEERS, INC. PROJECT� 06-774-A
Z
WEBER SHORT PLAT
side sewer which will travel southeast into the shared driveway easement and then east
towards lot 3. A sewer cleanouts are to be installed after each new stub out and bend in
the side sewer.
Water service will also be provided from Serene Way through 2 new water meters
located at the northwest side of the intersection of 92 d Ave and the shared driveway.
The 2 new water meters will service the existing house and lot 3 of the short plat. The
existing water meter for the site is to be retained and redirected to lot 1. All other utilities
(power, cable, gas ... ) will also be located along the north side of the of the 23-foot wide
shared driveway easement through a I 0-foor utility easement. An additional I 0-foot
utility easement is to be located along the frontage of the site to give lot I utility service.
WESTERN ENGINEERS, INC.
PROJECT: 06-774-A
13
0 1 .
0
VICINITY MAP
PHOTO TAKEN FROM THE 1998 THOMAS BROTHERSO GUIDE CD-ROM
Western
ngineers
-Inc.
SURVEYORS PLANNERS - ENGINEERS
13000 Hwy 99 South, Everett, WA 98204
(425) 356-2700 + (425) 356-2708 (FAX)
E-mail: wei.inc@gte.net
WEBERSHORTPLAT
EDMONDS, WA 98020
SCALE: DATE- 6/28/07 CIMCKED: BRC
l" = 1,222'
JOB NUMBER: FILE NAME:
BY: JAJ I 06-774-A 06774NICTNITYMAPb
R
WEBER SHORT PLAT
3. EXISTING CONDITIONS
The approximate 0.70-acre site is partially developed with an existing house, garage,
gravel driveway and an asphalt driveway. Slopes on site are mild to steep. The steep
slopes exist along the northern and southern boundaries of the site. These slopes range
25% to 50% and slope down towards the central area of the site. The eastern, central and
western areas of the site are moderately flat and range from 2% to 25%. Drainage flows
from the south, north and eastern area of the site (sheet flow) travel towards the central
area of the site. From the central area of the site the flows turn west and heads towards
the existing drainage system on the south side of 92 d Ave. The site contains Alderwood
type soils. Please refer to the soil map and descriptions attached later in this report.
WESTERN ENGINEERS, INC. PROJECT: 06-774-A
61
WEBER SHORT PLAT 0 0
4. OFFSITE ANALYSIS
A site reconnaissance was done by Jesse Jarrell, E.I.T. of Western Engineers Inc. on June
28, 2007 to verify the downstream flow paths. The weather was partly rainy with a
temperature around 65 degrees.
The site is mostly developed with an existing single-family residence, an asphalt
driveway, gravel driveway, a detached garage and a gravel driveway. residential
landscaping surrounds the eastern side of the site with areas of second/third growth forest
around its perimeter. The majority. of the site slopes towards the west into 92 d Avenue at
slopes ranging from 2% to 50%.
A: Upstream Analysis
Upstream flows into the site primarily consist of minor sheet flow from the neighboring
properties to the north and south. The flows travel towards the central area of the site
where they eventually turn west and heads towards 92 d Ave. The upstream flows into
the site, from the neighboring properties to the north and south, are minor and can be
ignored.
B: Downstream Analysis
Please refer to the Downstream Analysis Map attached in the next page for a detailed
description of the downstream drainage course.
From the surrounding topography, and topographic aerial maps, it appears that all of the
runoff from the site travels to the central area of the site and then west towards 92 d Ave
(refer to photo I for reference). The flow then enters into the existing storm conveyance
on the east side of 92 nd Ave where it turns north and continues along the east side of the
road (refer to photo 2 for reference). The flow continues along the east side of the road,
through numerous open and closed ditch line, where it eventually reaches the southeast
side of the intersection of 92 nd Ave and 232 d Street (refer to photo 3 and 4 for reference).
As the flow from 92 nd Ave reaches 232 nd Street, the flow turns east and heads down the
south side of 232 nd Street. The flow continues east, for approximately 60-feet, where it
turns north and heads towards the northwest side of the intersection of 232 nd Street and
Edmonds Way (refer to photo 6 for reference). The flow then enters into the existing
storm conveyance system, on the southwest side of Edmonds Way, and continues
northwest along the road. The flow continues along this path for approximately another
200-feet where it reaches approximately 1/4of a mile away from the site.
No visible drainage problems were observed at the time of field inspection. Refer to the
following pages for Downstream Analysis Map, Aerial Basin Map and USGS Map.
WESTERN ENGINEERS, INC.
PROJECT: 06-774-A
9
WEBER SHORT PLAT 0
5. AERIAL AND DOWNSTREAM PHOTOS
WESTERN ENGWEERS, fNC.
PROJECT: 06-774-A
17
0 1 1 0
AERIAL AND DOWNSTREAM MAP
TAKEN FROM TBE USGS TERRA SERVER WEB SITE
Western
Engineers
6R'4_Inc.
SURVEYORS - PLANNERS - ENGINEERS
13000 Hwy 99 South, Everett, WA 98204
(425) 356-2700 + (425) 356-2708 (FAX)
E-mail: wei.inc@gte.net
WEBERSHORTPLAT
EDMONDS, WA 98020
SCALE: None I DATE: 6/28/07 1 CHECKED: BRC
BY: JAJ I JOB NUMBER: I FfLE NAME:
06-774-A Aerial Map
®R
11
DOWNSTREAM PHOTOGRAPHS
PHOTO 2:
Figure to the Right:
Looking north at the flow
down the east side of 92 d
Ave entering into a culvert
located approximately 100-
feet north of the site.
Western
- Engineers
06-' Inc.
SURVEYORS - PLANNERS - ENGINEERS
13000 Hwy 99 South, Everett, WA 98204
(425) 356-2700+ (425) 356-2708 (FAX)
E-mail: wei.inc@gte.net
PHOTO 1:
Figure to the Left:
Looking north along the
east side of 92 rid Ave from
the existing driveway
entrance into the site.
Weber Short Plat
Edmonds, WA 98020
SCALE: None DATE: 6/2 8/07 1 SHEET: I OF/-3
BY: JAJ JOB NUMBE FILE NAME:
06-774- D.S.PHOTOSDOC
N
DOWNSTREAM PHOTOGRAPHS
PHOTO 4:
Figure to the Right:
Looking east from photo 3.
Western
Engineers
��' Inc.
SURVEYORS - PLANNERS - ENGINEERS
13000 Hwy 99 South, Everett, WA 98204
(425) 356-2700+ (425) 356-2708 (FAX)
E-mail: wei.inc@gte.net
PHOTO 3:
Figure to the Left:
Looking north at the
southeast side of the
intersection of 92 nd Ave and
232 "d Street.
Weber Short Plat
Edmonds, WA 98020
SCALE: None DATE: 6/28/07 SHEET: 2 OF/ 2
BY: JAJ J07NUMBER: FILE NAME:
I 06-774-A D.S.PHOTOSDOC
/0
DOWNSTREAM PHOTOGRAPHS
PHOTO 6:
Figure to the Right:
Looking northwest at a catch
basin located at the
northwest side of the
intersection of 232 d Street
and Edmonds Way.
Western
Engineers
&�i Inc.
SURVEYORS - PLANNERS - ENGINEERS
13000 Hwy 99 South, Everett, WA 98204
(425) 356-2700+ (425) 356-2708 (FAX)
E-mail: wei.ineaetexet
PHOTO 5:
Figure to the Left:
Looking east at the catch
basin located in the
background of photo 4
Weber Short Plat
Edmonds, WA 98020
SCALE: None DATE: 6/28/07 SHEET: 3 OF /,3
BY: JAJ JOB NUMBER: FILE NAME:
I 06-774-A I D.S.PHOTOS.DOC
I/
WEBER SHORT PLAT 0 0
6. DRAINAGE PROPOSAL
The proposed development for the site includes retaining the existing house on site and
adding 2 new lots in the eastern and western areas of the site. Access for lots 2 and 3 will
be from a 23-foot shared driveway easement located along the southern boundary line of
the site. Access for lot I will be from the existing driveway entrance to the site from 92 "d
Ave.
The undeveloped and developed runoff for this project was calculated for the 10 and 100
year design storms using the Santa Barbara Unit Hydrograph method. The computer
program used to compute the undeveloped and developed runoffs is titled Waterworks by
Engenious Systems, Inc. The Stream bank Erosion Control detention release standard as
defined by the Washington State Department of Ecology in the " 1992 Stormwater Design
Manual for the Puget Sound Basin" was utilized to size the detention facilities. The
undeveloped flows for the 10 and 100 year storms correspond to values of 0.076 and
0. 181 cfs. respectfully. The developed flows from the site, prior to storm detention,
correspond to values of 0. 161 and 0.297 cfs respectfully.
Detention for the site will be provided through 64 linear feet of 36" diameter
underground detention pipe. The underground detention pipe has been sized to include a
total required storage value of 506 cubic feet. The 64-foot long detention pipe has been
designed for an approximate maximum volume of 547 cubic feet. This is larger than the
required volume of 506 cubic feet.
The detention pipe will receive the majority of driveway and roof drain runoff from the
site where it will be detained and released at the undeveloped rates. The detention pipe
will be located along the western boundary line of lot 2 in the center of a 15-foot drainage
easement. The runoff 'will be detained and released at appropriate undeveloped runoff
rates (I 0-year and the I 00-year undeveloped basin values). The pipe will release the
runoff to the west and into the storm conveyance system along the eastern side of 92 d
Ave. From there the flow will travel north along the eastern side of 92"d Ave along its
natural drainage path.
WESTERN ENGfNEERS, INC. PROJECT: 06-774-A
0 . 1 0
WEBERSHORTPLAT
7. DRAINAGE CALCULATIONS
Total Area of the Site = 0.694 Acres
As per the Soil Survey of the Snohomish County Area, the entire site is Alderwood
Gravelly Sandy Loam, which corresponds to a Type C soil. For calculation purposes, a
Type "C" soil was used.
EXISTING SITE:
Impervious Area:
Existing House 2,334 sf,
Concrete Patio 836 sf.
Total 3,170 sf. (0.073 Ac.)
Pervious Area:
Area = 0.694 (total) — 0.073(imp.) = 0.621 Ac.
CN = 81
Tc = 16.99 minutes
L = 85 feet
S = 7.29%
Developed Site:
Impervious area:
Onsite Area:
Shared Driveway
= 2,031 sf.
Lot I house
= 2,400 sf.
Lot I driveway
850 sf.
Lot 2 Driveway
900 Sf.
Lot 3 house
= 2,400 sf.
Lot 3 Driveway
= 1,000 Sf.
Total
= 9,581 sf. (0.220 Ac.)
Pervious area: 0.694 (total) — 0.220 (imp.) = 0.474 Ac.
*Rainfall
2- Year = 1.50 in.: 10- Year = 2.00 in.: 100- Year = 3.00 in.
Taken from the City of Edmonds required rainfall totals .
WESTERN ENGWEERS, INC. PROJECT: 06-774-A /Y
8/21/07 2:55:10 pm. Western Surveyors Inc page 1
WEBER SHORT PLAT
UNDEVELOPED BASIN
BASIN SUMMARY
BASIN ID: B010
NAME: 10 YEAR
UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... :
0.69 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
2.00 inches
AREA..: 0.62 Acres
TIME INTERVAL .... :
10.00 min
CN .... 81.00
TC .... 16.99 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L:
85.00 ns:0.4000
p2yr: 1.40 s:0.0729
PEAK RATE: 0.08
cfs
VOL: 0.04
Ac-ft TIME: 480 min
BASIN ID: B100
NAME: 100 YEAR UNDEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... :
0.69 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
PRECIPITATION .... :
3.00 inches
AREA..: 0.62 Acres
TIME INTERVAL .... :
10.00 min
CN .... 81.00
TC .... 16.99 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L:
85.00 ns:0.4000
p2yr: 1.40 s:0.0729
PEAK RATE: 0.18
cfs
VOL: 0.08
Ac-ft TIME: 480 min
IMP
0.07 Acres
98.00
10.00 min
IMP
0.07 Acres
98.00
10.00 min
14
8/21/07 3:7:51 pm Western Surveyors Inc page 1
WEBER SHORT PLAT
DEVELOPED BASIN
BASIN SUMMARY
BASIN ID: BDO10
NAME: 10 YEAR
DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... :
0.69 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
2.00 inches
AREA..: 0.47 Acres
0.22 Acres
TIME INTERVAL .... :
10.00 min
CN .... 86.00
98.00
TC .... 10.00 min
10.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 85.00 ns:0.4000
p2yr: 1.40 s:0.0729
PEAK RATE: 0.16
cfs VOL: 0.07
Ac-ft TIME: 480 min
BASIN ID: BD100
NAME: 100 YEAR DEVELOPED
SBUH METHODOLOGY
TOTAL AREA ....... :
0.69 Acres
BASEFLOWS: 0.00 cfs
RAINFALL TYPE .... :
TYPElA
PERV
IMP
PRECIPITATION .... :
3.00 inches
AREA..: 0.47 Acres
0.22 Acres
TIME INTERVAL .... :
10.00 min
CN .... 86.00
98.00
TC .... 10.00 min
10.00 min
ABSTRACTION COEFF:
0.20
TcReach - Sheet
L: 85.00 ns:0.4000
p2yr: 1.40 s:0.0729
PEAK RATE: 0.30
cfs VOL: 0.12
Ac-ft TIME: 480 min
/ �5
8/21/07 3:8:19 pm Western Surveyors Inc page 2
WEBER SHORT PLAT
DRAINAGE CALCULATIONS
STAGE STORAGE TABLE
UNDERGROUND PIPE ID No. PIPE
Description: UNDERGROUND PIPE
Diameter: 3.00 ft. Length: 75.00 ft.
Slope ... : 0.0050 ft/ft upstr: dnstr:
STAGE < ---- STORAGE---- > STAGE < ---- STORAGE ---- > STAGE < ---- STORAGE---- > STAGE < ---- STORAGE---- >
(ft) --- cf--- --AC-Ft- (ft) --- cf--- --AC-Ft- (ft) --- cf --- -- Ac-Ft- (ft) --- Cf --- -- AC-Ft-
391.00 0.0000 0.0000 391.90 98.038 0.0023 392.80 290.16 0.0067 393.70 471.71 0.0108
391.10 0.7230 0.0000 392.00 117.35 0.0027 392.90 312.35 0.0072 393.80 487.04 0.0112
391.20 4.0476 0.0001 392.10 137.48 0-0032 393.00 334.31 0.0077 393.90 500.47 0.0115
391.30 11.036 0.0003 392.20 158.26 0-0036 393.10 355.94 0.0082 394.00 511.03 0.0117
391.40 21.352 0.0005 392.30 179.57 0.0041 393.20 377.14 0.0087 394.10 521.25 0.0120
391.50 32.818 0.0008 392.40 201.30 0.0046 393.30 397.77 0.0091 394.20 527.25 0.0121
391.60 46.773 0.0011 392.50 223.33 0.0051 393.40 417.70 0.0096 394.30 529.80 0.0122
391.70 62.520 0.0014 392.60 245.55 0.0056 393.50 436.79 0.0100 394.40 530.15 0.0122
391.80 79.694 0.0018 392.70 267.86 0.0061 393.60 454.86 0.0104 394.50 530.15 0.0122
8/21/07 3:8:19 pm Western Surveyors Inc page 3
WEBER SHORT PLAT
DRAINAGE CALCULATIONS
STAGE DISCHARGE TABLE
MULTIPLE ORIFICE ID No. OR
Description: CONTROL STRUCTURE
Outlet Elev: 391.00
Elev: 389.00 ft Orifice Diameter: 1.4795 in.
Elev: 392.70 ft Orifice 2 Diameter: 1.6113 in.
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
STAGE
<--DISCHARGE --- >
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
(ft)
--- CfS -- -------
391.00
0.0000
391.80
0.0531
392.60
0.0751
393.40
0.1510
391.10
0.0188
391.90
0.0564
392.70
0.0775
393.50
0.1569
391.20
0.0266
392.00
0.0594
392.80
0.1020
393.60
0.1626
391.30
0.0325
392.10
0.0623
392.90
0.1134
393.70
0.1681
391.40
0.0376
392.20
0.0651
393.00
0.1226
393.80
0.1733
391.50
0.0420
392.30
0.0677
393.10
0.1306
393.90
0.1783
391.60
0.0460
392.40
0.0703
393.20
0.1379
394.00
0.1832
391�70
0.0497
392.50
0.0727
393.30
0.1447
0
8/21/07 3:8:20 pm Western Surveyors Inc page 4
WEBER SHORT PLAT
DRAINAGE CALCULATIONS
LEVEL POOL TABLE SUMMARY
MATCH INFLOW -STO- -DIS- <-PEAK-> STORAGE
< -------- DESCRIPTION --------- > (cfs) (cfs) --id- --id- <-STAGE> id VOL (cf)
10 YEAR STORM ................ 0.08 0.16 PIPE OR 392.65 5 256.36 cf
100 YEAR STORM ............... 0.18 0.30 PIPE OR 393.95 6 506.11 Cf
'JO C_
Lq C-F_
2_ . - �Sq tyi c,,r\ Ot
-7 (0 Cf
w"i
8/21/07 3:8:19 pm
Western Surveyors Inc
WEBER SHORT PLAT
DRAINAGE CALCULATIONS
HYDROGRAPH SUMMARY
page 1
PEAK
TIME
VOLUME
HYD
RUNOFF
OF
OF
Contrib
NUM
RATE
PEAK
HYDRO
Area
cfs
min.
cf\AcFt
Acres
1
0.076
480
1833 cf
0.69 loyfl
V,-N
2
0,181
480
3694 cf
0. 69 icOlf-
3
0.161
480
2878 cf
0. 69 iupr.
4
0.297
480
5071 cf
0.691"f.
5
0.076
540
2878 cf
0.69 /0-1(-.
ae- L9
6
0.181
510
5073 cf
0 . 6 9 1 cx:�,qr.
I#
/7
WEBER SHORT PLAT
8. EROSION/SILTATION RISK ASSESSMENT
The f6flowing assessment has been prepared in compliance with POL-3490(2)
and in response to subsequent discussions with county -staff.
Slope:
THE SITE SLOPES 2% TO 50% FROM THE SOUTH, NORTH AND EAST
TOWARDS CENTRAL AREA OF THE SITE. SLOPES FROM 2% TO 6%
WEST, FROM CENTRAL AREA, TO 92" AVE.
Critical Areas:
NONE.
Soils:
ALDERWOOD TYPE SOILS, TYPE C.
Ground Movement Potential:
SITE APPEARS GEOLOGICALLY STABLE.
Sources Of Water For Erosion:
RAINFALL.
Measures Proposed To Prevent/Minimize Erosion:
During construction: PLANS REQUIRE STRAW BALE BARRIERS IN
DITCHES, TEMPORARY CONSTRUCTION ENTRANCE,
SEEDING/MULCHING AND FILTER FABRIC FENCE.
Nearest Downstream Water Body Other Than Road Ditches:
LAKE BALLANGER. SEE DRAINAGE REPORT
Nearest Fish -Bearing Waters:
LAKE BALLANGER
Conclusion:
POTENTIAL FOR SIGNIFICANT EROSION/SILTATION IMPACT ON OR
OFF -SITE IS MODERATE FOR THE FOLLOWING REASONS:
• THE MAJORITY OF THE AREA TO BE RE -GRADED AND
CONSTRUCTED IS ON MILDLY SLOPING LAND.
• FILTER FABRIC FENCE IS TO BE PLACED AROUND
CONSTRUCTION AREAS.
PROPOSED EROSION CONTROL BMPS IN COMPLIANCE
WITH SNOHOMISH COUNTY GUIDELINES HAVE BEEN
ENGINEERED FOR ANTICIPATED CONDITIONS.
WESTERN ENGINEERS, fNC. PROJECT: 06-774-A
M h
WEBER SHORT PLAT 0
9. SOILS AND RAINFALL DATA
WESTERN ENGMEERS, INC.
PROJECT: 06-774-A
Base maps are orthophotographs prepared by the State of Washington, Department of Natural Resources from 1973 and 1974 aerial photography.
Coordinate grid ticks and land division corners, if shown, are approximately positioned
t
290 000 FEET (joins sheet 56) T. 27 N.
M
ik*
!a,
a,,
VA�I
Irk
ek
Ut
W73%.r
-A
00
4;1
-d
-7 ro
--il KIT.
0 ..... Alt.0
L
VI, A
'mom z
6 r14
Ln
V
1W
-my.,
A
.......... ... I'll
Cn
0
r-
U)
C
M
n
0
Area, Washington
�, seasonal perched water table is at a depth of
riches from January to March.
and is areas that are covered by streets,��
-parking lots, and other structures th �bscure
is n
lot
_s
sl
.b
e soils so that identification I e.
e ainly for
fi� tes awns, gardens woodland.
wo
1 e-'rwood soil in this unit is us
I . �d
g s ns ,4
1 itati
10 of the Ald lood soil for
�,:nl� eptic'tank ab ption fields are the
6r n and seasonal perched water
waste s al systems often fail or do not
r6r erly dur enods of high rainfall. Drainage
perly du
.,,.if build' s Wit asements and crawl spaces
� 6 1
Pcte . Topsoi e to be stockpiled during
r n and subseque used to cover the
Faterial. Additions of fe Nzer and peat are
�s
prior to seeding grass for ns.
ip unit is in capability subclas lVe.
erwood-Urban land complex, 8 to 15 percent
'his map unit is on till plains. Areas are irregular
and are 25 to 100 acres in size. The native
h is mainly conifers and hardwoods. Elevation is
).feet. The average annual precipitation is about
the average annual air temperature is about
es F, and the average frost -free season is 170
;Unit is about 60 percent Alderwood gravelly sandy
about 25 percent Urban land. The components
,unit are so intricately intermingled that it was not
bil'to, map them separately at the scale used.
in this unit are small areas of Everett and
n. toils on terraces and outwash plains, Kitsap
!--terraces and terrace escarpments, and Ragnar
�.,,outwash plains. Included areas make up about
cmint of the total acreage.
Alderwood soil is moderately deep and
ife'ly well drained. It formed in glacial till. Typically,
f e layer is very dark grayish brown gravelly
f6a*m about 7 inches thick. The upper part of the
I -:.is dark yellowish brown and dark brown very
V,sandy loam about 23 inches thick. The lower
olive brown very gravelly sandy loam about 5
'thick. A weakly cemented hardpan is at a depth
it 35 inches. Depth to the hardpan ranges from
0 inches.
ipability of the Alderwood soil is moderately rapid
the hardpan and very slow through it. Available
,apacity is low. Effective rooting depth is 20 to 40
,,Runoff is slow, and the hazard of water erosion
t., A seasonal perched water table is at a depth of
16 inches from January to March.
in land consists of areas that are covered by
;�buildings, parking lots, and other structures that
e or alter the soils so that identification is not
i)d soil in this unit is used mainly for
sites, lawns, and woodland.
13
The main limitations of the Alderwood soil for
homesites and septic tank absorption fields are the
depth to the hardpan and wetness because of the
seasonal perched water table. Drainage is needed if
buildings with basements and crawl spaces are
constructed. Onsite sewage disposal systems often fail
or do not function properly during periods of high rainfall.
Topsoil needs to be stockpiled during site preparation
and subsequently used to cover the exposed underlying
material. Additions of fertilizer and peat are desirable
prior to seeding grass for lawns.
This. map unit is in capability subclass lVe.
7—Bellingham silty clay loam. This very deep, poorly
ined soil is in depressional areas. It formed in
all ium and lacustrine sediment. Areas are regular in
sha and are about 2 to 25 acres in size. The native
veget ion is mainly grass and sedges. Elevation is 5 o
800 fe Slope is 0 to 3 percent. The average annu
precipita i n is about 45 inches, the average annua ir
temperatu is about 50 degrees F, and the avera e
frost -free s son is 160 to 180 days.
Typically, t e surface layer is very dark gray ty clay
loam about 9 1 ches thick * The subsoil to a d th of 60
inches or more mottled, gray and olive sil clay.
Included in thi unit are small areas of T ric
Medisaprists, very oorly drained organic ils Norma
soils along upland rainageways, Kitsap nd Fastik soils
on terraces, and Be *ngharn soils that ve been
drained. Included are s make up abo 10 percent of the
total acreage.
Permeability of this B Ilingham s il is slow. Available
water capacity is high. E ective r ting depth is limited
by a seasonal high water ble at is at a depth of 0 to
about 12 inches from Nov b to June. Runoff is very
slow, and the hazard of wat erosion is slight. Ponding
occurs from November to J
This unit is used f?r,pas, re, woodland, urban
nd w,
,,d,
development, a if abit
This unit is suited to sture i he excess water on the
surface is removed. Ti drains or pen ditches can be
used if suitable outle are availab . Grazing when the
s
soil in this unit is w results in com action of the
com
surface layer ' Poo tilth, and reduced Wiltration. Use of
proper stocki , ng tes, pasture rotation, and restricted
grazing during et periods helps to kee the pasture in
good conditio . Proper grazing practices, weed control,
and fertilizer re needed for'maximum qu ity of forage.
This unit suited to red alder. On the b is of a 50-
year site rve, the mean site index is 83. e mean
3r
annual i rement at culmination (CMAI) f( r r alder at
l a ge 40 th
I
e 40 s 89 cubic feet per acre. Among t e t es of
imite extent on this unit are Douglas -fir, bigle maple,
we rn redcedar, and western hemlock. Amon the
co mon forest understory plants are trailing blac erry,
stern swordfern, thimbleberry, salmonberry, an
uckleberry.
The main limitation for the harvesting of timber is il
wetness, which limits the use of equipment to dry
23
CON
TOPOGRAPHIC MAP
MP
ple oil,
w
ro
67
v
ell
PHOTO TAKEN FROM THE USGS TERRA SERVER WEB SITE
Western
Engineers WEBERSHORTPLAT
1�1 -Inc. EDMONDS, WA 98020
SURVEYORS - PLANNERS - ENGINEERS SCALE- DATE: 6/28/07 CHECKED: BRC
13000 Hwy 99 South, Everett, WA 98204 NON*E
(425) 356-2700 + (425) 356-2708 (FAX) JOB NUMBER: FELE NAME:
E-mail: wei.inc@gte.net BY: JAJ 06-774-A 06774AJTOPOMAPb
.24
I
2 YEAR 24 HOUR ISOPLUVIAL MAP
Taken From NOAA ATLAS 2, Volume IX, Figure 25
Western
WEBERSHORTPLAT
Engineers
--Inc. EDMONDS, WA
SURVEYORS - PLANNERS - ENGINEERS SCALE: DATE: 6/27/07 CHECKED: BRC
13000 Hwy 99 South, Everett, WA 98204 NONE
(425) 356-2700+ (425) 356-2708 (FAX) JOB NUMBER: FILE NAME:
E-Mmil: wei.inc*gte.net BY: JAJ 06-774-A 06774/2YR ISOPLUVIAL
'2-5
10 YEAR 24 HOUR ISOPLUVIAL MAP
0, R PORT STAN L
VE
A
N
%%i
L
%
EVE E TT
7
Z
25
jw
E AT T
Taken From NOAA ATLAS 2, Volume LX, Figure 27
Western
n Ineers WEBER SHORT PLAT
Inc. EDMONDS, WA
SURVEYORS - PLANNERS - ENGINEERS SCALE:
13000 Hwy 99 South, Everett, WA 98204 NONE DATE: 6/27/07 CHECKED: BRC
(425) 356-2700 + (425) 356-2708 (FAX) JOB NUMBER: FILE NAME:
E-mail: wei.inc@gte.net BY: JAJ 06-774-A 06774/10YR ISOPLUVIAL
12 �
F_;.M�p
�_j
100 YEAR 24 HOUR ISOPLUVIAL MAP
Taken From NOAA ATLAS 2, Volume IX, Figure 30
Western
Engineers
7.1 -Inc.
SURVEYORS - PLANNERS - ENGINEERS
13000 Hwy 99 South, Everett, WA 98204
(425) 356-2700 + (425) 356-2708 (FAX)
E-mail: wei.inc@gte.net
i X.
WEBERSHORTPLAT
EDMONDS, WA
SCALE: DATE: 6/27/07 CHECKED: BRC
NONE
BY: JAJ JOB NUMIBER: FILE NAME:
I 06-774-A 1 06774/1 OOYR I SOPLUVIAL
27
WEBER SHORT PLAT 0
10. OPERATIONS AND MAINTENANCE
WESTERN ENGINEERS, INC.
PROJECT: 06-774-A
2, cl
No. 3 — Closed Detention Systems (Tanks/Vaults)
Maintenance
Component
Defect
Conditions When Maintenance is Needed . —
Results Expected
When Maintenance is
Performed
Storage Area
Plugged Air Vents
One-half of the cross section of a vent is
Vents open and
blocked at any point or the vent is damaged.
functioning.
Debris and Sediment
Accumulated sediment depth exceeds 10%
All sediment and
of the diameter of the storage area for 1/2
debris removed from
length of storage vault or any point depth
storage area.
exceeds 15% of diameter.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
Tank/Pipe Section
Any openings or voids allowing material to
be transported into facility.
All joint between
tank/pipe sections
(Will require engineering analysis to
are sealed.
determine structural stability).
Tank Pipe Bent Out
of Shape
Any part of tank/pipe is bent out of shape
Tank/pipe repaired or
more than 10% of its design shape. (Review
required by engineer to determine structural
replaced to design.
stability).
Vault Structure
Includes Cracks in
Cracks wider than 1/2-inch and any
evidence of soil particles entering the
Vault replaced or
Wall, Bottom,
Damage to Frame
structure through the cracks, or
repaired to design
specifications and is
and/or Top Slab
maintenance/inspection personnel
determines that the vault is not structurally
structurally sound.
sound.
Cracks wider than 1/2-inch at the joint of any
No cracks more than
inlet/outlet pipe or any evidence of soil
1/4-inch wide at the
particles entering the vault through the walls.
joint of the inletioutlet
Manhole
Cover Not in Place
Cover is missing or only partially in place.
pipe.
Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism
Not Working
Mechanism cannot be opened by one —
Mechanism opens
maintenance person with proper tools. Bolts
into frame have less than 1/2 inch of thread
with proper tools.
(may not apply to self-locking lids).
Cover Difficult to
Remove
One maintenance person cannot remove lid
Cover can be
after applying normal lifting pressure. Intent
is to keep cover from sealing off access to
removed and
maintenance.
reinstalled by one
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
Ladder meets design
misalignment, not securely attached to
standards. Allows
structure wall, rust, or cracks.
maintenance person
safe access.,
Catch Basins
See "Catch Basins
(No. 5)
See "Catch Basins" (No. 5).
See �atch Basins"
(No. 5).
4-34 Volume V — Runoff Treatment BMPs August 2001
') 4q
06-/
F�_I
L-A
0
No. 4 — Control Structure/Flow Restrictor
Maintenance
Component
Defect
Condition When Maintenance is Needed
Results Expected
When Maintenance
is%Performed
General
Trash and Debris
Material exceeds 25% of sump depth or 1
Control structure
(includes Sediment)
foot below orifice plate.
orifice is not blocked.
All trash and debris
removed.
Structural Damage
Structure is not securely attached to
Structure securely
manhole wall.
attached to wall and
outlet pipe.
Structure is not in upright position (allow up
Structure in correct
to 10% from plumb).
position.
Connections to outlet pipe are not watertight
Connections to outlet
and show signs of rust.
pipe are water tight;
structure repaired or
replaced and works
as designed.
Any holes --other than designed holes —in the
Structure has no
structure.
holes other than
designed holes.
Cleanout Gate
Damaged or Missing
Cleanout gate is not watertight or is missing.
Gate is watertight
and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and
maintenance person.
down easily and is
watertight.
Chain/rod leading to gate is missing or
Chain is in place and
damaged.
works as designed.
Gate is rusted over 50% of its surface area.
Gate is repaired or
replaced to meet
design standards.
Orifice Plate
Damaged or Missing
Control device is not working properly due to
Plate is in place and
missing, out of place, or bent orifice plate.
works as designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all
blocking the plate.
obstructions and
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all
potential of blocking) the overflow pipe.
obstructions and
works as designed,
Manhole
See "Closed
See "Closed Detention Systems" (No. 3)
See "Closed
Detention Systems"
(No. 3).
Detention Systems"
(No. 3).
Catch Basin
See "Catch Basins"
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5).
(No. 5).
August 2001 Volume V — Runoff Treatment BMPs 4-35
SAO
No. 5 — Catch Basins
Maintenance
Component
Defect
Conditions When Maintenance is Needed —
Results Expected When
Maintenance is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the.debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Damage to
Top slab has holes larger than 2 square
inches or cracks wider than 1/4 inch
Top slab is free of holes
Frame and/or
and cracks.
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sifting flush on top s lab, i.e.,
Frame is sifting flush on
separation of more than 3/4 inch of the frame
from the top slab. Frame not securely
the riser rings or top slab
firmly
attached
and attached.
Fractures or
Cracksin
Maintenance person judges that structure is
Basin replaced or repaired
Basin Walls/
unsound.
to design standards.
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inlettoutlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
Misalignment
If failure of basin has created a safety,
function, or design
Basin replaced or repaired
problem.
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin.
Vegetation growing in inlet/outlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth presen=t.
six inches apart.
1.1V volume V — Hunoff Treatment BMPs August 2001
'31
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
Contamination
See "Detention Ponds" (No. 1).
No pollution present.
and Pollution
Catch Basin
Cover Not in
Cover is missing or only partially in place.
Catch basin cover is
Cover
Place
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Ladder is unsafe due to missing rungs, not
Ladder meets design
Unsafe
securely attached to basin wall,
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
(If Applicable)
Grate opening
Unsafe
Grate with opening wider than 7/8 inch.
Grate openin meets
9
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Grate missing or broken member(s) of the
Grate* is in place and
Missing.
grate.
. meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
Maintenance
Defect
Condition When Maintenance is
Re sults Expected.When
Components
Needed
Maintenance --is Performed
General
Trash and
Trash or debris that is plugging more
Barrier cleared to design flow
Debris
-&maged/
than 20% of the openings in the barrier.
capacity.
Metal
Missing
Bars are bent out of �shapemore than 3
inches.
Bars in place with no bends more
Bars.
than 3/4 inch.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
Barrier replaced or repaired to
deterioration to any part of barrier.
design standards.
Inlet/Outlet
Pipe
Debris barrier missing or not attached to
Barrier firmly attached to pipe
pipe
August 2001 Volume V — Runoff Treatment BMPs 4-37
Jz
No. 18 — Catchbasin Inserts
Maintenance
Defect
Conditions When Maintenance is
Results Expected When
Component
Needle . d
Maintenance is Performed
General
Sediment
When sediment forms a cap over the
No sediment cap on the insert
Accumulation
insert media of the insert and/or unit.
media and its unit,
Trash and
Trash and debris accumulates on insert
Trash and debris removed
Debris
unit creating a blockage/restriction.
from insert unit. Runoff freely
Accumulation
flows into catch basin.
Media Insert Not
Effluent water from media insert has a
Effluent water from media
Removing Oil
visible sheen.
insert is free of oils and has no
visible sheen.
Media Insert
Catch basin insert is saturated with water
Remove and replace media
Water Saturated
and no longer has the capacity to
insert
absorb.
Media Insert -Oil
Media oil saturated due to petroleum spill
Remove and replace media
Saturated
that drains into catch basin.
insert.
Media Insert Use
Media has been used beyond the typical
Remove and replace media at
Beyond Normal
Product Life
average life of media insert product.
regular intervals, depending on
insert product.
4-50 Volume V —Runoff Treatment BMPs August 2001
_:;�s
No. 15 — Stormfilter TM (leaf compost filter)
Maintenance
Component
Defect
Condition When Maintenance is
Needed
Results Expected When
Maintenance is Performed
Below Ground
Vault
Sediment
Accumulation on
Media.
Sediment depth exceeds 0.25-inches.
No sediment deposits which
would impede permeability of
the compost media.
Sediment
Accumulation in
Vault
Sediment depth exceeds 6-inches in first
chamber.
No sediment deposits in vault
bottom of first chamber.
Trash/Debris
Accumulation
Trash and debris accumulated on
compost filter bed.
Trash and debris removed from
the compost filter bed�
Sediment in
Drain
When drain pipes, clean -outs, become
full with sediment and/or debris.
Sediment and debris removed.
Pipes/Clean-
Outs
Damaged Pipes
Any part of the pipes that are crushed or
damaged due to corrosion and/or
Pipe repaired and/or replaced.
settlement.
Access Cover
Damaged/Not
Working
Cover cannot be opened; one person
cannot open the cover using normal
lifting pressure, corrosion/deformation of
Cover repaired to proper
working specifications or
replaced.
cover.
Vault Structure
Includes Cracks
in Wall, Bottom,
Damage to
Frame and/or
Top Slab
Cracks wider than 1/2-inch or evidence
of soil particles entering the structure
through the cracks, or
maintenance/inspection personnel
determine that the vault is not structurally
sound.
Vault replaced or repairs made
so that vault meets design
specifications and is structurally
sound.
Cracks wider than 1/2-inch at the joint of
any inlet/outlet pipe or evidence of soil
particles entering through the cracks.
Vault repaired so that no cracks
exist wider than 1/4-inch at the
joint of the inlet/outlet pipe.
Baffles
Baffles corroding, cracking warping,
and/or showing signs of failure as
determined by maintenance/inspection
Baffles repaired or replaced to
specifications.
person.
Access Ladder
Damaged
Ladder is corroded or deteriorated, not
functioning properly, not securely
attached to structure wall, missing rungs,
cracks, and misaligned.
Ladder replaced or repaired and'
meets specifications, and is
safe to use as determined by
inspection personnel.
Below Ground
Cartridge Type
Compost Media
Drawdown of water through the media
takes longer than 1 hour, and/or overflow
Media cartridges replaced.
occurs frequently.
Short Circuiting
Flows do not properly enter filter
cartridges.
Filter cartridges replaced.
August 2001 Volume V— Runoff Treatment BMPs 4-47
_K4
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Westem Geotedmical Consultants, Inc.
4183 Salt Springs Dr., Ferndale, WA 98248 Phone/FAX (360)380-2507
March 10, 2008
Ray Weber
24323 Cedar Way
Mt. Lake Terrace, WA 98043
RE: Footing Foundation Support
2332792 nd Ave. West
Edmonds, WA 98020
This letter report provides recommendations for foundation preparation for a home to be
built at the above referenced property. The back of the property contains up to about 5
feet of uncontrolled fill which is underlain by hard native glacial till. We recommend
that where foundations will be located, the area should be over -excavated to hard native
soil. The area may then be backfilled with quarry spalls compacted in maximum 10 inch
horizontal lifts. Each lift of spalls should be compacted to a dense non -yielding state
using a hoepac or other approved compaction methods. Note that the excavation for the
quarry spalls should extend beyond the edges of the footings by an amount equal to the
depth of the over -excavation below the footing (excavate by D/2 on each side of the
footing where D = the depth of the over -excavation). Where the excavation is deepest the
width of the over -excavation can be -reduced by'deepening the footing provided the
resulting excavation is wider than the footing by an amount equal to the depth of over -
excavation below the base of the footing. At foundation level 6 inches of 3/4-inch minus
crushed gravel leveling course should be placed and compacted.
We appreciate the opportunity to be of service to you on this project. - If you have any
questions regarding the contents of this report, or if we can be of further service, please
contact our office.
Sincerely,
Western Geotechnical Consultants, Inc.
Theodore A. Hammer, P.E.
Geotechnical Engineer
File: 07 26 3
"ON k I
STR."AEET FILE
RECEIVED
MAR 2. 1 2008
BUILDING DEPARTMENT
ClTy� OF EDMONDS