19018 SOUNDVIEW PL.PDF13226
19018 SOUNDVIEW
PL
N�-
ADDRESS: N61K tfzl� 1110&e�) )2-1
TAX ACCOLTNT/PARCEL NUM13ER: -21-70 K),V ()V
BUILDING PERMIT (NEW STRUCTURE): �40Z
COVENANTS (RECORDED) FOR:
CRITICAL AREAS: DETERMINATION: Fj Conditional Waiver []StudyRequired E]Waiver
DISCRETIONARY PERMIT #'
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR:
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: t D
SEWER LID FEE $:
LID #:
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED:, SIDE SEWER PERMIT(S)
SOILS REPORT DA
STREET USE / ENCROACHMENT PERMIT
FOR:
WATER METER TAP CARD DA
OTHER:
LATEMP\DSrs\Fomis\Street File Checklist.doc
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Critical Areas Checklist
Site Information (soils/ topogral
1. Site Address/ Location: /
/hydrology/vegetation)
5 6-1 IVA 1111111L:1
CA File No:024ZO'0�'000q
t1151
2. Property Tax Account Number:
3. Approximate Site Size (acres or square feet)- e-0-0 , -5Y,)
4. Is this site currently developed?4�� -yes; no.
If yes; how is site developed?.
5. Describe the general site topography. Check all that ap'ly.
p
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 10-feet over a horizontal
distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: hL415 ;Approx. Depth: 0
7. Site contains areas of seasonal standing water: JL 40 ;Approx. Depth:
What season(s) of the year?
8. Site is in the floodway k C-*'S floodplain hY 6 of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round?
hl (9 Flows are seasonal? (What time of year?
10. Site is primarily: forested ; meadow ;shrubs n-dxed
urban landscaped (lawn, shrubs etc)
11. Obvious wetland is present on site:
1.
2.
3.
4.
5.
For City Staff Use Only
Plan Check Number, if applicable?.
Site is Zoned? � 5-- ( Z—
SCS mapped soil type(s)?
FROM
Critical Areas inventory or C.A. map indicates Critical Area on site? A10
Site within designated earth subsidence landslide hazard area? A/b
DETERMINATION
REQUIRED
WAIVER
Reviewed
Date:
* #P20
City of Ed M�onds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
The Critical Areas Checklist contained on this form is to
be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of the application to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The information
needed to complete the Checklist should be easily
available from observations of the site or data available at
City Hall (Critical areas inventories, maps, or soil
surveys).
DateReceived:
City Receipt #:
Critical Areas File #: C PA 2 o 0 'go 0 0 9
Critical Areas Checklist Fee: $135.00
Date Mailed to Applicant:
A property owner, or his/her authorized representative,
must fill out the checklist, sign and date it, and submit it
to the City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed copy
of this form to assist City staff in 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 conjimction with this Checklist to assistant staff
in completing their preliminary assessment of the site.
The undersigned applicant, and his/her/its heirs, and assigns, in consideration on the processing of the applicati on agrees
to release, indemnify, defend and hold the City of Edmonds harmless from any and all damages, including reasonable
attorney's fees, arising from any action or infraction based in whole or part upon false, misleading, inaccurate or
incomplete information ftimished by the applicant, histher/its agents or employees.
By my signature, I certify that the information and exhibits herewith submitted are true and correct to the best of my
knowledge and that I am authorized to file this pplicaftn o!n the >half of the owner as listed below.
;rz
SIGNATURE OF APPLIcANT/AGENT DATE
.
Property Owner's Authorization
By my signature, I certify that I have authorized d/ie Vave Applicant/Agent to apply for the subject land use application,
and grant my permission for the public officials and the staff of the City of Edmonds to enter the subject property for the
purposes of inspection and postingAgendant i�q tis application.
SIGNATURE OF OWNER
Owner/Appficant:
Name
Z6&11-�� '.
Sfr(;et Address
Arf-
city State Zip
Telephone: J
Email address (optional),?�, AA
DATE
Applicant Representative:
Name
Street Address
City State Zip
Telephone:
Email Address (optional):
The City of gdmonds
APPLICATION
for
SIDE SIKWM PERaM
NEW CONSTRUCTION F] REPAIRS
EASEXEM No.
I- /
OVnfER __- . ...... .... ............... .......... ........................ CONTRACTOR ....... ....... ". . 4. & 0 -- ----- �g�p'm�waT NqK�
ADDRESS ........... ............ .................. LEGAL DESCRIPTION: LOT ------------------ BLOCK No ........... el ...... ....................
NAME OF ADDITION ........... ell-
...... ... 1 ......... ........................... ...... j .............. .......... ........................
uj
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Approved:
DATE .............
CITY W'EDMONDS
PRos 4 P . ect 6-ii-Q7. vvhl6n-�. work
Can
CIVIC CENTER — WATER -SEWER DEPARTMENT is ie�_io'r;hfipectidn. (No insime"
NO 29 1
tions Satbrday, Sunday or Aolldays.)
SIDE SEWER I"EMIT
.........................
DDRESS ------_------------------ ................... P.etter .. S.--sater ......................................................................................
Edmonds Underground
OWNER ...... 1.9.Q_J.a ... SjQ
.UD.d .........................................................................
.... yiew Place .............. CONTRACTOR .......
..............................
Permission is granted .... ;�y ... ........................... 19-6.8., for ........................ days to REPAIR or CONNECT a side sewer
with City Sewers In accordance with application on file and governing ordinances.
A.__.,4TION IS CALLED TO THE FOLLOWING:
NOTE No. I—Tbe owners of the property may obtain a permit to construct sewer inside property line. A licensed Side Sewer Contractor must
be employed to construct side sewer in street area. Do not cover any portion of sewer before It has been inspected..
NO-- No. 2—Obtain full Information regarding Ordinance 11.16,030 and Regulations governing side sewers when you get permit.
NL No. 3—Top of side sewer must have at least 30 inches coverage at property line and 12 Inches Inside property line; minimum grade of 2%.
No bends in grade sharper than 1/s will be permitted.
NOTE No. 4—Trenches In street must be water settled and surface of street restored to original condition. Contractors shall be responsible for
failure due to improper work which may develop within one year of completion.
NOTE No. 5—It is unlawful to alter or do any other work than Is provided for in the permit, or to do any work on the main sewer or Its appur-
tenances except to insert the pipe into the wye.
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3
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SO
* PLANNING DATA
0 11 STREET FILE .11
SINGLE FAMILY RESIDENTIAL
Name: J
Da te,
Site Address: 50 V/J U\ r4 C e-
Plan Che-ck #.-zoo F-o (?- 3
Project Description:
Reduced Site Plan Provided.-� U-SNO)
Zoning: )e S—
Map Page: 30 Corner Lot: NO) Flag Lot: (YES
Critical Areas Determination ff:
El Study Required
9= Livaiver
SEPA Determination:
El Exempt
El Needed (for over 500 cubic yards of grading)
El Fee 0 Checklist 0 APO List with notarized form
0_
&mda,w
Required tbacks
Street: Side:
0?1�o_r
J Side. J ar:
Street: Side:*
Actual Setbacks At
Side.- V)r_ 1116:R�10N*V�
V 1v -70 to
El Detached Structures:
11 Rockeries:
FencesfT-rellises:
e-
V�M In 40
El Bay Windows/Projecting Modulation:
El
Proul J
Wr
Stairs/Deck:
.4e
Datum Point:
Datum Elevation: olq.,2 3
Maximum Height Allowed: Z
13.0 ZS7)
Actual Height:
Other
Parking Required:
Parking Provided: 3+
Lot Area: 11610
-Z 5-0 c�
Maximum Lot Coverage: 35% Proposed: -zo
Lot Coverage Calculations: hme- v--5c,^ojLe_
- q 5-S-1
ADU Created: (YES / NO) '7-
1
Subdivision:
Legal Nonconforming Land Use Determination
Issued: (YES
Cofnfiients
A — 9, -3 6 9
0 ?5, t�6c( C,
6 - C9 -7 -t q -1 701 Z- f-_9
C_
Plan Review By: /":toe
Ptamnrq Data Fo"a 04-11,06Aoc
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Date: EX 4
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Message Page 1 of 2,,,
Sim
McConnell, Jeanie
From: Jerry O'Connell [JerryO@Isaengineering.com]
Sent: Wednesday, May 28, 2008 4:03 PM Ukii
To: Johnson, Mike
Cc: McConnell, Jeanie
Subject: RE: BDLG PERM IT#2008-0123 JEFFRIS RESIDENCE - PUBLIC S>�M DRAIN RELOCATION
looks like it would work ... thanks for the timely response.
Jerry O'Connell
LSA Engineering
19400 33rd Ave. W., #200
Lynnwood, WA 98036
phone: (425) 775-1591
fax: (425) 672-7998
email: jerryo@lsaengineering.com
From: Johnson, Mike [mailto:johnsonm@ci.edmonds.wa.usI
Sent: Wednesday, May 28, 2008 6:51 AM
To: Jerry O'Connell
Subject: RE: BDLG PERMIT#2008-0123 JEFFRIS RESIDENCE - PUBLIC STORM DRAIN RELOCATION
Jeanie, That is what I thought would be easier when I talked to Jerry the first time. Thanks Mike
----- Original Message -----
From: Jerry O'Connell [mailto:JerryO@Isaengineering.com]
Sent: Wednesday, May 21, 2008 7:26 PM
To: McConnell, Jeanie
Cc: Johnson, Mike
Subject: BDLG PERMIT#2008-0123 JEFFRIS RESIDENCE - PUBLIC STORM DRAIN RELOCATION
based on field review with PW staff, and Mr. jeffris, i would like you to consider the following option rather
than have Mr. Jeffris encur the considerable expense or rerouting the existing public storm drain across his
property.
i would propose to add a new cb #a just northeast of the ex cb#4-161, which will route runoff to cb#4-203. it
appears that this will not cutoff any existing storm drains in the system.
Pat at PW looked down the existing sd downstream from cb#4-203 and there wasn't any pipes tee'd into it,
so it looks like no other drains discharge downstream from cb#4-161.
routing the runoff directly to cb#4-203 will redirect a small amount of water from the 4-207 to 4-161
system.
water from #4-203 runs ne about 500', enters fruitdale ck and goes under the rxr tracks and directr
discharges into puget sound about 700' ne from where the existing system enters the rxr ditch.
i would be available to discuss this with you in a brief mtg.
5/29/2008
Message
Page 2 of 2
Jerry O'Connell
LSA Engineering
19400 33rd Ave. W., #200
Lynnwood, WA 98036
phone: (425) 775-1591
fax: (425) 672-7998
email: jerryo@lsaengineering.com
5/29/2008
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N 88032'20" E
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CITY OF E DIVIONDS
PUBLICV013.KS 'ARTMENT
SUBJECT NAME
'Parking Restrictions on
Water St. & Ocean Ave.
WORK START MBiR
DATE AND TIME [_��
E 2853
SUMMARY I
Sign on Water Street removed by vandals
last year and has not been replaced. Sign
was about 3/4 of the way down Water St. on N.
side Of street. Also suggests sign be Placed
at bend of -road where Ocean Ave. Wa e
- - '-: V & t S�*
FROM S Ja & Water St.
T!6 meet. Sc
ST
JiE fbT-!6-8 Jack E. Schaeffer
TO M
Jim. A. To
_:� I I � f
E To To TO
T r�
DATE
DrT
. , I DATE� DATE DATE
Q_�
0GS%%j SO -
19018 Sound View Place
Edraonds,, Washington 98920
October 6. 1982
Mr. James E. Adams, P.E.
City Engineer
City of Edmonds
200 Dayton St.
Edmondsp Washington 98020
Dear Mr. Adams;
Thank you for your recent reply to our request concerning parking
restrictions on Water Street and Ocean Avenue.
Howevers, the sign which was placed on Water Street last year and
removed by vandals has not been replaced. This sign was about
3/4 of the way down Water Street on the north side of the street.
We would also suggest that a sign at the bend of the road where
OceanAvenue meets Water Street should be placed* This is where
the problem of elvening and night paik ing is most acute. , The,
present parking restriction sign on Ocean Ave. is too far along
for the violators to see at the corner.
We would further suggest a sign on Water Street nearer to the
middle of the block be added. (See our suggestions below.)
Thank you.
t-Unper 1
q e, y ours
Schae
Ja
Water Street
(D
a
0
0
:.A
0
-4.
3�-
ITAtk c- SCHAEFFER
19018 Sound View Plica
rdmonds, Washingtou 98020
Mr. Bob 'o'ills
1here is an old wooden storm drain on
I -later Street about 40 feet from the corner of Ocean
Avenue which has.caved in.
it is exceedingly dangerous for some one
1,bo might fall in to it at night or othernv.rise, Also5
during the heavy rains yesterday the -.-Tater
be,rinning to --,nsh out the dirt in our floncr b.9ds
abo-ve.
�,.Tould you give it your attention as soon as
T70ssible ? Th-ink you.
1979
PkS
-V�
. ........
IoI3
Drainage Report
FOR
Jeffris Residence
igoi8 Sound View Place
(a single-family house)
City File# BLD# 2008-0123
June,2008
Prepared for:
Ben & Ann Jeffris
19018 Sound View Place
Edmonds, WA 98020
Prepared By: Jerry O'Connell
OE,oib
E N 0 1 N 6 9 R 8 1 8 U R V E Y 0 A 8 z
Lovell-Sauerland & Associates, Inc.
19400 33rd Avenue W. Suite 200
Lynnwood, Washington 98036
C�7
frs V-J,
2- c�
LSA FILE No: 5055
Drainage Report
FOR
Jeffris Residence
1qo18 Sound View Place
(a single-family house)
City File# BLD# 2008-0123
June,2008
Prepared for:
Ben & Ann Jeffris
19018 Sound View Place
Edmonds, WA 98020
Prepared By: Jerry O'Connell
M �� �� Q
E N 0 1 N E E R 6 1 8 U R V E Y o a a z
�� �� M M —
Lovell-Sauerland & Associates, Inc.
19400 33rd Avenue W. Suite 200
Lynnwood, Washington 98036
LSA FILE No: 5055
Section 1: Project Information
Project Name:
Jeffris Residence
Project Site Address:
19018 Sound View Place
Edmonds, WA 98020
City File Number:
BLD# 2008-0123
Project Engineer:
Lovell-Sauerland &Associates, Inc.
19400 33rd Avenue W., Suite 200
Lynnwood, Washington 98036
Phone: (425) 775-1951
Project Applicant:
Ben & Ann Jeffiris
19018 Sound View Place
Edmonds, WA 98020
Phone: (425) 774-7038
Project Total Area: 0. 42 Acres
Tax Account Number: 2703-13004-04900
Number of Lots: ]—existing singlefamily site
Soils Data: Everett- 'A'per Sheet 934 ofSCS Soil Survey of Snohomish
County
Watershed Basin: Talbot Park; within City'sfeasible infiltration zone
Drainage Report Jeffris Residence
Lovell-Sauerland and Associates BLD# 2008-0123
LSA#5055 June,2008
Section 2: Existing Site Conditions:
The site is a trapezoidal -shaped, 0.42-acre single family lot that is currently occupied with a
single family house and related residential landscaping. The site has access from Sound View
Place & a driveway to Water Street. The land uniformly slopes about 10% northwesterly toward
Puget Sound. Site drainage is provided by an existing 12" storm drain system in Water Street to
the north. The site is served by public sewer and water mains in Water Street. There is a 12"
public storm drain that traverses the lot to the east of the existing house. There is no known
detention/infiltration facility for the site.
Section 3: Proposed Project:
The applicant proposes to obtain City permits to construct a new single-family residence, related
improvements, and relocate the existing onsite public 12" storm drain. The Applicant will live in
the existing house until he can move into the new house. The existing house will then be
removed. Since the site is within the City's infiltration feasibility area, the applicant proposes to
infiltrate developed runoff. The infiltration facility has been sized to handle the new onsite
impervious surfaces and is sized based on the 5 in/hr infiltration rate from the report by Liu &
Associates. An emergency overflow will be connected to the existing public storm system in
Water Street. The existing onsite 12" storm drain will be replaced with an offsite system.
Section 4: Upstream Analysis
There is no significant upstream surface runoff onto the site. There is an existing onsite 12"
public pipe (for which there is no known easement) that collects a small amount of water from
the intersection of Sound View and Cherry and directs runoff underneath the lot and discharges
into the public pipe system in Water Street. This system will be replaced by rerouting the
upstream water into the public storm system in Sound View.
Section 5: Downstream Analysis
Downstream of the site, runoff discharge runs westerly in the public storm system in Water
Street. It travels 160' in the pipe until it discharges into the ditch along the easterly side of the
RxR tracks (pt. 'A') about 160' downstream from the site. Stormwater then travels about 500'
northerly in the ditch until it enters a pipe under the RxR tracks (pt. 'B'). It travels about 60' in
the pipe under the tracks and enters Puget Sound at pt. 'C' which is about 720' downstream from
the site. There is no evidence of erosion or flooding.
Section 6: Drainage Methodology and Applicable Code
The site is within the Talbot Park watershed and the City's infiltration feasibility zone.
According to the soils maps, the site has Everett (type A) soils. It is proposed to infiltrate the
entire I 00-year storm. An emergency overflow pipe is proposed. Based on the Report by Liu &
Associates, a long-term infiltration rate of 5 in/hr was used. A copy of the report was included in
the Appendix.
Drainage Report Jeffris Residence
Lovell-Sauerland and Associates BLD# 2008-0123
LSA#5055 June,2008
Section 7: Water Quality
Water quality will be provided by infiltration into the existing soils.
Section'8: Temporary Construction Sediment & Erosion Control
During construction standard BMPs will be employed to control potential adverse impacts to
adjacent properties. These methods will include a temporary construction entrance, silt fencing,
existing catch basin protection, dust control, and temporary seeding of disturbed areas as
required. If required, a temporary sediment pond can be constructed to reduce runoff turbidity.
Section 9: Infiltration Calculations:
The infiltration facility was sized in compliance with the City's design standards using the
'Stormshed-GY computer program. The facility was designed to have capacity to infiltrate the
100-year runoff from the onsite areas, but there is an emergency overflow pipe that connects to
the public storm system in Water Street. See the enclosed calculations.
Drainage Report Jeffris Residence
Lovell-Sauerland and Associates BLD# 2008-0123
LSA#5055 June,2008
I I
S ECTION 10
Appendix
Drainage Report Jeffris Residence
Lovell-Sauerland and Associates BLD9 2008-0123
LSA#5055 Jqne, 2008
Page I of 3
Appended on: Friday, May. 30, 2008 6:44:31 AM
LPOOL.COMPUTE [1pooll SUMMARY using Puls, 24 hr Storm Event
Start of live storage: 100 ft
[Match Q (e JPeak Q (cf7s) JPeak Stg (f—i]) ITime to Empty (hr)
0.1392 --]1 0.0417 J1 102.314 0.007�7
Summary Report of.all Detention Pond Data
Project Precips
�D�i
BASLIST2
[dev] Using [TYPEIA-RAC] As [100 year] [24.0]
[dev] Using [TYPE I ARAC] As [ 100 year] [24.0]
[dev] Using [TYPEIA.RAC] As [100 year] [24.0]
LSTEND
Peak Q �Peai T Peak Vol (ac- i Area
r Method/Loss Raintype
(Cfs) IF(hrs) 11 Cf) (ac) i
100 0.1392 8.01 0.0531 0.40 SCS TYPEIARAC
year
100 1
y . 1 0.1392 � 8.01 0.0531 SCS ]TYPEIA. ��Cl
1 100 0.1392 8.01 0.053 1 1 L_�.40 SCS TYPEIA.RAAC,
El year , I
BASLIST
[dev]
LSTEND
Re cord Id: dev
file:HP:\LSA%20Engineering%2ODocs\5000%20thru%205099\5055\DRAINAGE\shed3g\... 5/30/2008
Page 2 of 3
IStorm Duration j 24.00 hrs lAbstraction Coeff 11 0.20
lPervious Area IF —o-22 ac IlDClA IF— 0. 18 ac
lPervious CN IFDcCN 98.00
lPervious TC =1 6.5203 m=inIDC
TC
L 6.52 min
I Pervious CN Calc
I Description SubArea Sub en
I Open spaces, lawns,parks (>75% grass) 0 68.00
Pervious Composited CN (AMC 2) 68.00
Pervious TC Cale
I Type Description ]I Length TT
ISheet ]Jacross lot to I st cb 11 40.00 ft F-5.6138 min I
lCont Ch:�� �el =pipe to trench ---]1 220.00 ft 1 0.9066 min
Pervious TC --]F-6.5203 min
DO - CN Cale
Description
I SubArea Sub cn
dwy, roof, conc.
r 0.18 ac 98.00
IF- DC Composited CN (AMC 2)
98.00
DO - TC Calc
Description Length Misc TT
Imatch pery Tc 0.00 ft 0.00 in 6.52 min—]
Pervious TC 11
6.52 min —III
11YDLIST SUMMARY
[100 year out]
LSTEND
I HydID ]lPeak Q (ds)]lPeak T (hrs)]IPeak Vol (a rea (ac)
I 100 year oujtl 0.0417 ] 7.20 0.0531 --]1 0.4
STORLIST
[trench]
LSTEND
Record Id: trench
lPrototype Recordl
1100.00ft
FV—o -i —dR—a t —io] 13 0. 0 0
file:HP:\LSA%20Engineering%2ODocs\5000%20thru%205099\5055\DRAINAGE\shed3g\... 5/30/2008
1)
Page 3 of 3
j30.00 ft
lConsider Bottom Onl
FVault Type Node
DISCHLIST
[infiltration]
LSTEND
Record Id: infiltration
I Infiltration
IDescrip: ---j [inf trench I Fln—crement
F 6-lo ft I
IStart El. .00 ft IFMax El. IL
104.00 ft _j
lInfiltration rate
5.00 in/hr IF
WP Multiplier =F
1.66
Licensed to: LSA Engineering
file://P:\LSA%20Engineerina%2ODocs\5000%20thru%205099\5055\DRAINAGE\shed3iz\... 5/30/2008
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STORKWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
Table 111-1.3 SCS Western Washington Runoff Curve Numbers
(Published by SCS in 1982) Runoff curve numbers for selected agricultural,
suburban and urban
land use for Tvne 1A rainfall distribution. 24-hour storm duration.
LAND
USE DESCRIPTION
CURVE NUMBERS BY
H)MRQLOGIC
SOIL
GROUP
VA
B
C
D
Cultivated land(l):
winter condition
86
91
94
95
Mountain open areas:
low growing brush grasslands
74
82
89
92
.Meadow or pasture:
65.
78
85
89
Wood or,forest land:
undisturbed
42
64
76
81
Wood or forest land:
young --second growth or brush
55
72
81
86
Orchard:
with cover crop
al
88
92
94
Open spaces, lawns, parks, golf courses, cemeteries,
landscaping.
Good condition:
grass cover on k75% of the
68
80
86
90
area
Fair condition:
grass cover on 50-75% of
77
85
90
92
the area
Gravel roads & parking
lots:
76
85
89
91
Dirt roads & parking lots:
72
)100
82
87
89
Impervious surfaces, pavement, roofs etc.
1 98
98
98
98
.Open water bodies:
lakes, wetlands, ponds etc.
.100
100
100
Single�family residential(2):
Dwelling Unit/Gross Acre %Impervious(3)
Separate
curve
number
1.�O DU/GA
is
shall be
selected for
1.�5 DU/GA
20
pervious
& impervious
2A DU/GA
25
portions
of the site
-2.:S DU/GA
30
or
basin
3.0'DU/GA
34
3.5 DU/GA
38
4. 0 DU/GA
42
'
4.5 DU/GA
46
5.0 DU/GA
48
5.5 DU/GA
50
6..0 DU/GA
52
6.5 DU/GA
54
7.0.DU/GA
56
PUD's, condos, apartments, %impervious
commercial businesses
must be
industrial areas
computed
For a more detailed description of agricultural land use curve numbers refer
to National Engineering Handbook, Sec. 4, Hydrology, Chapter 9, August 1972.
Assumes roof and driveway runoff is directed into street/storm system.
The remaining pervious areas (lawn) are considered to be in good
condition for these curve numbers.
FEBRUARY, 199Y
EXHIBIT . B
C*fy of Edmonds
Infiltration- Feasibility Map
LEGEND Scole: 1"=3000'
MEANIN
SwEn
SitcS where 'nliftec6on
may In (COS;lAt. it
conal;ons ore "..CL
.;a rot be peffri;fted.
El 'es "m ;m"'. .,i
'51-M
-L
d
Dr.
4:1
SOIL SURVEY OF SNOHOMISH COUNTY
I
INSET A
0 A 17
INSET C
D �2 c
3000 AND 5000-FOOT GRID TICKS
j
j
I-ve:
F 15
'Aief-o-ItT
A� sot L.5
1 3/4 1/2 1/4 0
1 0.5 0
TON
WASHINGTON STATE DEPARTMENT OF NATURAL RESOURCES
WASHINGTON STATE UNIVERSITY AGRICULTURE RESEARCH CENTER
SOIL LEGEND
SYMBOL NAME
I
2
3
4
.6
7
9'
10
11
12
13
14
15
16
-17
18
Aiderwood gravelly sandy loam, 2 to 8 percent slopes
A derwood gravelly sandy loam, 8 to 15 percent slopes
A:derwood gravelly sandy loam, 15 to 25 percent slopes
Alderwood-Everett gravelly sandy foams, 25 to 70 percent slopes
Alderwood-Urban land complex, 2 to 8 percent slopes
Alderwood-Urban land complex,'S to 15 percent slopes
Bellingham silty clay loam
Bellingham Variant mucky silty clay loam
Cathcart loam, 3 to 15 percent slopes
Cathcart foam, 15 to 25 percent slopes
Cathcart loam. 25 to 50 percent slopes
Cryohemists, nearly level
Custer fine sandy loam
Elwell silt loam, 3 to 30 percent slopes
Elwell-Olomount complex, 15 to 30 percent slopes
Elwell-Olomount-Rock outcrop complex, 30 to 60 percent slopes
Everett gravelly sandy loam, 0 to 8 percent slopes
8 to 15
relt n lga.m' cent SIR
M 1_2
V�ffi;;
119
_, _,
Eve y san 1 b to Sl!�S
. gall,
20
Fluvaquents, tidal
21
Getchell silt loam, 3 to 30 percent slopes
22
Getchell-Oso complex, 15 to 30 percent slopes
23
Getchell-Oso-Rock outcrop complex, 30 to 65 percent slopes
24
Greenwater loamy sand
25
Hartnit-Potchub-Rock outcrop complex, 65 to 90 percent slopes
26
Indianola loamy sand, 15 to 25 percent slopes
27
Kitsap silt loam 0 to 8 percent slopes
�8
Kitsap silt loam, 8 to 25 percent slopes
29
Kitsap silt loam, 25 to 50 percent slopes
30
Lynnwood loamy sand, 0 to 3 percent slopes
31
Lynnwood-Nargar complex, 65 to 90 percent slopes
32
McKenna gravelly silt loam, 0 to 8 Percent slopes
33
Menzel silt loam, 0 to 3 percent slopes
34
Mukilteo muck
35
Nargar fine sandy loam, 0 to 15 percent slopes
36
Nargar fine sandy loam, 15 to 30 percent slopes
37
Nargar-Lynnwood complex, 30 to 65 percent slopes
38
Nargar Variant sandy loam, 3 to 30 percent slopes
39
Norma loam
40
Norma Variant loam
41
Ogarty-Tokul-Rock outcrop complex, 65-to 90 percent slopes
42
Olomount gravelly loam, 3 to 15 percent slopes
43
Olornount-Elwell-Rock outcrop complex, 65 to 90 percent slopes
44
Orcas peat
45
Oso gravelly loam, 3 to 15 percent slopes
46
Oso-Getchell-Rock outcrop complex, 65 to 90 percent slopes
47
Pastik silt loam, 0 to 8 percent slopes
48
Pastik silt loam, 8 to 25 percent slopes
49
Pastik silt loam, 25 to 50 percent slopes
50
Pilchuck loamy sand
51
Pit$
52
Potchub silt loam, 3 to 30 percent slopes
53
Potchub-Hartnit complex, IS to 30 percent slopes
54
Potchub-Hartnit-Rock outcrop complex, 30 to 65 percent slopes
55
Puget silty clay loam
56
Puyallup fine sandy loam
57
Ragnar fine sandy loam, 0 to 8 Percent slopes
58
Ragnar fine sandy loam, 8 to 15 percent slopes
59
Riverwash
60
Rober silt loam, 0 to 15 percent slopes
61
Rober silt loam, 15 to 30 percent slopes
62
Rober silt loam, 30 to 65 percent slopes
63
Skykomish gravelly loam, 0 to 30 percent slopes
64
Snohomish silt loam
65
Sulsavar gravelly loam, 0 to 8 percent slopes
66
Sultan silt loam
67
Sultan Variant silt loam
68
Sumas silt loam
69
Terric Medisaprists, nearly level
70
Tokul silt loam, 2 to 8 percent slopes
71
Tokul silt loam,,8 to 15 percent slopes
72
Tokul gravelly loam, 0 to 8 percent slopes
73
Tokul gravelly loam, 8 to 15 percent slopes
74
Tokul gravelly loam, 15 to 25 percent slopes
75
Tokul-Ogarty-Rock outcrop complex, 0 to 25 percent slopes
76
Tokul-Ogarty-Rock outcrop complex, 25 to 65 percent slopes
74
Tokul-Winston gravelly loams, 25 to 65 percent slopes
78
Urbanland
7b
Verlot mucky silt loam, 3 to 25 percent slopes
so
Winston gravelly loam, 0 to 3 percent slopes
81
Winston gravelly loam, 3 to 30 percent slopes
82
Xerorthents, nearly level
LIU & ASSOCIATES, INC.
GeolecInical Engineering Engineering Geology
May 25, 2008
Mr. Ben Jefferis
19018 Sound View Place
Edmonds, WA 98020
Dear Mr. Jefferis:
Subject: Onsite Stormwater Disposal
Proposed New Single -Family Residence
19018 Sound View Place
Edmonds, Washington
L&A Job No. 8AO47
Earth Science
INTRODUCTION
We understand that an onsite stormwater disposal system is planned for the proposed new single-
family. residence to be constructed on the subject site, located at the above address in Edmonds,
Washington. This new residence is to replace an existing residence currently occupying the site.
We have completed a geotechnical. investigation and feasibility evaluation for the proposed
onsite stormwater disposal system. Presented in this report are our findings of the subsurface
conditions of the site and our recommendations for the design and construction of the onsite
stormwater disposal system.
PROJECT DESCRIPTION
We understand that the proposed new residence will be a wood -framed structure with a crawl
space underneath. It is to be supported on perimeter concrete foundation walls and interior
bearings and columns. We also understand that infiltration trenches are to be used for onsite
disposal of storm runoff collected over impervious surfaces, such a, roofs and paved driveway, of
19213 Kenlake Place NE Kenmore, WA 98028
Phone (425) 483-9134 Fax (425) 486-2746
May 25, 2008
New Single -Family Residence
L&A Job No. 8AO47
Page 2
the new residence, and that the infiltration trenches will be located in the backyard between the
new house and the west property line of the site.
SCOPE OF SERVICES
To achieve the above purpose, our scope of services comprises specifically the following:
I Review the geologic and soil conditions at the site based on a published geologic map.
2. Explore the soil and groundwater condition s of the area of proposed infiltration trenches
with backhoe test pits.
3. Evaluate feasibility of onsite stormwater disposal based on the subsurface conditions
encountered by the test pits.
4. Prepare a written report to present our findings, conclusions, and recommendations.
SITE CONDITIONS
Surface Conditions
The general location of the subject residence site is shown on Plate I — Vicinity Map. The site is
an iffe gular-shaped parcel, bounded by Water Street to the north and Sound View Place to the
east, and is adjoined by single-family residences to the south and west. It has a frontage of about
144 lineal feet along Sound View Place and about. 211 feet along Water Street.
The site is situated on a broad, gentle to moderate, westerly -declining slope overlooking Puget
Sound. The terrain within the site generally slopes down ge n*tly westerly at about 8 to 12 percent
grade across the site. The site is currently occupied by a single-family residence in about its
western half, with paved driveway, grass -covered lawn and garden in its eastern half. We
unders tand that this existing house will be demolished, and a new residence will be constructed
LIU & ASSOCIATES, INC.
May 25, 2008
New Single -Family Residence
L&A Job No. 8A047
Page 3
over about the eastern two thirds of the site. The infiltration trenches to be used for onsite
stormwater disposal are to be located on the downhill, -west side of the site.
Geologic Setting
The Geologic Map of the Edmonds East and Part of the Edmonds West Quadrangles,
Washington, by James P. Minard, published by U. S. Geological Survey in 1983, was referenced
for the geologic and soil conditions at theresidence site. According to this publication, the
surficial soil units at and in the vicinity of the subject residence site are mapped as Olympia
Gravel (Qog) underlain by Whidbey Formation (QW).
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 Olympia Gravel soil unit is composed of stratified fluvial sand and gravel, deposited before
the Frazer Glaciation by the meltwater of advancing glacial ice. Due to its generally granular
composition, the Olympia Gravel soils are of high permeability and generally drain well. The
Olympia Gravel deposits are glacially overridden and are generally dense to very dense in its
natural, undisturbed state, except the top 2 to 4 feet where exposed which may be weathered to a
loose to medium -dense state. The undisturbed fresh Olympia Gravel deposits 'Can stand in steep
cuts or natural slopes for extended period of time and can provided good foundation support to
light to moderate structures.
LIU & ASSOCIATES, INC.
May 25, 2008
New Single -Family Residence
L&A Job No. 8AO47
Page 4
The Whidbey Formation is composed of non -glacial river flood -plain deposits. It is composed of
light -brown to gray, fine sandy silt to clayey silt with occasional gravel. The Whidbey Formation
deposits are generally very -stiff to hard as they had been over -consolidated by Vashon Glacier.
They are of extremely low permeability and tend to perch stormwater infiltrating into the more
permeable surficial soils. The Whidbey Formation soils, however, are not encountered by the
test pits excavated on the site.
Soil Conditions
The subsurface conditions in the proposed infiltration trench area of the site were explored on
M ay 14, 2008, with two test pits, excavated with a tire -mounted backhoe to depths of 7.0 and 7.5
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 layer 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 soil units encountered during site exploration are presented in the test pit
logs on Plate 4..
Both test pits encountered a light -gray, clean, medium -dense to dense, fine sand deposit, at
depths of 3.0 and 4.5 feet below the existing grade, which appears to be the sand -dominated
upper section of the Olympic Gravel soil unit. This clean sand deposit is overlain by a layer of
weathered soils of brown, loose to medium -dense, slightly silty, fine sand, about 1.8 to 3.5 feet
LIU & ASSOCIATES, INC.
May 25, 2008
New Single -Family Residence
L&A Job No. 84047
Page 5
thick. Overlying this slightly silty fine sand layer is a layer of loose, organic topsoil, about 12 to
15 inches thick.
Groundwater Conditions
Groundwater seepage was encountered by the north test pit (Test Pit 2) at about 4.5 feet below
existing grade. The groundwater seepage was a mere trickle encountered at a tiny spot on the pit
wall in this test pit and its influx rate was estimated at less than 0.25 gpm. The underlying clean
fine sand layer is of high permeability and would allow stormwater to seep through easily. The
trickle of groundwater seepage encountered by the test pit should have little or no impact on the
construction or functioning of the infiltration trenches to be installed on site to dispose
stormwater.
DISCUSSIONS AND RECOMMENDATIONS
The site is underlain at shallow depth by a light -gray, medium -dense to dense, clean, fine to
medium sand deposit. These clean sandy soils are of high permeability. In our opinion, it is
feasible to dispose stormwater onsite into this soil deposit with infiltration trenches.
The Soil Survey of Snohomish Coun1y Area of Washington, published by in U. S. Department of
Agriculture in cooperation with Washington State Department of Natural Resources and
Washington State -University Agriculture Research Center, was also referenced for the surficial
soil unit at the subject residence site. According to Sheet 56 of this publication, the clean, fine to
medium sand deposit underlying the subject residence site is also classified as Everett gravelly
sandy loam 8 to 15 percent (Type 18) by the Soil Conservation Services (SCS) Classification
System. Table 14 of this same publication lists the permeability of this clean, fine to medium
sand deposit to be in the range of 6.0 to 20.0 iph (inches per hour). Based on our experience and
infiltration tests conducted in this soil deposit in nearby project sites, the in -situ infiltration rate
LIU & ASSOCIATES, INC.
May 25, 2008 "
New Single -Family Residence
L&A �.ob No. 8AO47
Page 6
in this soil deposit-a—hould be in the range from 20 to 60 iph. We recommend that an infiltration
(dDrate not to exce 5 iph ( cluding a minimum factor of safety of 4.0) be used for the design and
siziniz of the infiltration trenches for the subject residence Project.
The infiltration trenches should be located on the downhill side of the proposed new residence,
and should be set, back at least 10 feet from any nearby buildings and 5 feet from property lines.
Stormwater collected over impervious surfaces of the new residence should be routed into an oil -
water separator/sediment control structure before being discharged into the infiltration trenches.
Our recommendations for the construction of infiltration trenches with a single dispersion pipe
'and multiple dispersion pipes are presented on Plates 6 and 7, respectively. The infiltration
tren& with single dispersion pipe should be at least 24 inches wide. Multiple dispersion pipes, if
used in an infiltration trench, should be placed at least 1.5 feet off the trench walls and spaced at
no closer than 3.5 to 4 feet on centers.
The bottom of infiltration trenches should be excavated at least 6 inches into the underlying light -
gray, medium -dense to dense, clean, fifie to medium sand deposit. The soil layer into which
stormwater is to be dispersed should be verified in the field by a geotechnical engineer after the
infiltration trenches are excavated. The side walls of the trenches should be lined with a layer of
non -woven filter fabric. The trenches are then filled with clean washed ' )/4 to 1- 1/2 inch gravel
or crushed rock to within about 8 inches of the finish grade. The dispersion pipes should be
constructed of 4-inch rigid or 6-inch flexible perforated PVC pipes and laid level in the gravel or
I
crushed rock filled trenches at about 12 inches below the top of trenches. At such elevation, the
dispersion pipes should have sufficient separation from winter high groundwater level. The
gravel,': or crushed rock fill should be densified to a non -yielding state with a concrete vibrator.
LIU & ASSOCIATiES, INC.
May 25, 2008
New Single -Family Residence
L&A Job No. 8AO47
Page 7
The top of the gravel or crushed rock fill should also be covered with the filter fabric liner. The
remaining trench should then be filled with compacted onsite clean sandy soils.
CLOSURF
We are pleased to be of service to you on this project. Please feel free to call us if you have any
questions re
, garding this report or need further consultation.
Six plates a ttached
Yours very truly
LIU & ASSOCIATES, INC.
J. S. (Julian) Liu, Ph.D., P.E.
Consulting Geotechnical Engineer
LIU & ASSOCIATES, INC.
I
OWNTY
I �9TH P L"
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LIU & ASSOCIATES, INC.
Geotechnical Engineering - Engineering Geology - Earth Science
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VICINITY MAP
BEN JEFFERIS RESIDENCE
19018 SOUND VIEW PLACE.
EDMONDS, WASHINGTON
TR E;
WAjrM S E
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UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUP NAME
SYMBOL
GRAVEL
CLEAN
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
GP
POORLY -GRADED GRAVEL
COARSE-
MORE THAN 5V16 OF
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
SP
POORLY GRADED SAND
MORE THAN 50%
MORE THAN 5VA 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 CLAY
SOILS
LESSTHAN50%
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
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 024M83. 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
VERY MOIST - VERY DAMP, MOISTURE FELT TO THE TOUCH
3. DESCRIPTIONS OF SOIL DENSITY OR CONSISTENCY ARE
BASED ON INTERPRETATION OF BLOW -COUNT DATA, VISUAL
WET - VISIBLE FREE WATER OR SATURATED,
APPEARANCE OF 80 ILS, AND/OR TEST DATA. USUALLY SOIL IS OBTAINED FROM BELOW
WATER TABLE
LIU & ASSOCIATES, INC.
UNIFIED SOIL CLASSIFICATION SYSTEM
Gemechnicai Engineenng Engineering Geology - Earth Saence
PLATE 3
TEST PIT NO. 1
Logged By. JSL_ Date: 5/14/2008 Ground EL
Depth
ft�
I LISCS
I CLASS.
I
I Soil Description
Sample
No.
W
%
Other
Test
OL
Lawn grass on surface
Dark -brown, loose, organic, slightly silty, fine SAND. with fine
Toist (TOPSOIL)
SM/SP
2
Brown, looieii3_m�didrn-denm�, li ly silty, fine SAND, moist
SO
-gr y, medlurn�dense to dense, fine SAND, moist
Light -a-
4
5
6
7
Test pit terminated at 7.0 ft, groundwater not encountered
9
lo
TEST PIT NO. 2
Logged By: JSL Date: 5/14/2008 Ground El,
Depth
ft,
USCS
CLASS!
Soil Description
Sample
No.
w
%
Other
Test
OL
Lawn grass on surface
1
Dark -brown, loose, organic, slightly silty, fine SAND, with fine
roots, mo
1��qp�olo
2
SMISP
-
Brown, loose to mediui;_Wense,_s116h�y'si1ty, fine SAWD', moist
o
3
4
5
Lijitt-gray, WWiu��anse to den'se,'iine SAND, moist
6
7
Tes pit terminated at 7.5 ft. trickle groundwater seepage
9
(less than 0.25gpm) encountered at 4.5 ft.
10
LIU & ASSOCIATES, INC.
Geotechnical Engineering Engineering Geology Earth Science
..... ......
TEST PIT LOGS
BEN JEFFERIS RESIDENCE
19018 SOUND VIEW PLACE
EDMONDS, WASHINGTON
JOB NO. ___�A047 I DATE 5114/2002 flPLATE
PLAN VIEW diain
4* rigid or Wflexiblo
NTS pertorau)(1 pipe
................. ........ ......... ...
...........
inwtra:ion trench "Imp w/solid lid
U4,00f (Irain
PLAN VIEW
NTS
overflow
4" rigid or 6, flexible splash block.,\ ".j
Jr perforated pipe
..... ...................... ............
washed roc 0.
--- 'k I min
1 1/2 &4 CB sump w/solid lid
........... .
fine mesh
�A screen
i,64-viovet,4 /— 6,4n PAC, Tf�p
is 1 LTCK pAgi7_1 C, C, Kpl L.L—
fill:
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14
SECTION A
INTS
INFILTRATION TRENCH - SINGLE DISPERSION PIPE
LIU & ASSOCIATES, INC. BEN JEFFERIS RESIDENCE
19018 SOUND VIEW PLACE
C=tcchniciiil Eriginwring - Engineuing Gcoloily : FAnhSciirom EDMONDS, WASHINGTON
JOB iTOY
§AO47 DATE 5124/2008 ]�TE �5
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OWN ,;:7- CHAIN U,
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c 0 D 0 T
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V 0 ` - -, �-IA)4- H" I
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\.; . S INV=97.74-8
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CITY OF EDMONDS
BUILDINq DEPARTMENT
WORK cAtrl
ADDRESS fit)
OWNER
APPROVED DATE:
BLDG. OFFICIAL
PERMIT NUrMEER
d
4
EX C.B. EX C.B. / /
EX C.B. 0 =80.87 TOP=85.34 EX C.B. EX C.B.M.H.
TOP=70.67 ITN V�- 7 8. 90-12"E INV=83.91-12"E TOP=95.82 TOP=98.06
INV=82.39-12"W INV=83.78-12"S
INV=68.12-12"E/SW .1w INV=93.72 INV=91.41
INV=67.39-12"W INV=78.84-4"S INV=82.39-12 .9
INV=79.58-4"S
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12*CONC WASHER NO'D
ss- - - ss- - 1,6 12 CONC/PVC SO S % 191 22969
7 ui- GV EX M.H.
SO 12"CONG SID _wm X----Z X-x
SD- EX Ssc -x- '<�Ek 44T. C.) TOP=98.52
IN LINK NORTHEAST CORNER INV=89.26 N
Ui TOP=79.33 co VNICE
OF BLOCK 4 PP
INV=75.9(APP�09�
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j oo 1 4.33 lio
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FENCE C R&E STEPS FENC9 I/- �E X �ICBD.. S
V) TOP=97.23
INV=94.89
fn
SCALE : 1"=20'
EX. HOUSE
EX C.B. FARMA FRM ummimmom
EX. HOUSE 24-12"JUNOER TOP=98.74 I Lma Imm 6��
�EROUND FLOOR ELEV 43 84 0' 10' 20' 40'
COND FLOOR ELEV =/62.34 RIGV OF WAY LINE PER INV=96.70-12"W
& A.,P. NO. 1988547 INV=97.77-4"W
ljj
Al
oll
7&33'On
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EX. 4 FT. YL COP -SD--O CATCH BASIN
CHAIN LINK
FENCE .4 0 YD YARD DRAIN
S 7 -33'00-
_SS-0 SEWER MANHOLE
4-iijUNIPE
P
0) EX C.B. &SCo SANITARY SEWER CLEANOUT
EX. 4 FT. TOP=99.18- N' WATER VALVE
9 L 0 c K 4 CHAIN LINK cy) INV=97.77-4"E wm
FENCE INV=98 02-4"N G3 WATER METER
F R U J I D A L E N I A -E S o U N D INV=97.93-8"S EEI ICv IRRIGATION CONTROL VALVE
(U N R Er C 0 R D Er D) EX C.B. X FIRE HYDRANT
TOP=99.23 E] EB ELECTRICAL BOX
INV=97.74-8"N �P-�
INV=97.52-4"E Y--?--�' STREET LIGHT STANDARD
INV=97.58-12"S -SD- STORM DRAINAGE LINE
-SS- SEWER LINE
EX CHM H -W- WATER LINE
TOP=97.61 SIGN
INV=93.11-12"NE
INV=92.35-24"N X-X FENCE AS NOTED u"'EET FILE
INV=92.26-24" E "Tri
UTILITY NOTE
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON ARE
APPROXIMATE ONLY AND DO NOT REFLECT THE LOCATION OF ALL
UTILITIES ON OR IN THE VICINITY OF THE SUBJECT PROPERTY. THE
OWNER SHOULD CONTACT ALL UTILITY PURVEYORS IN THE AREA TO
LEGAL DESCRIPTION ASCERTAIN THE LOCATION AND DEPTH OF ALL UTILITIES.
ALL THAT PORTION OF GOVERNMENT LOT 3 IN SECTION 13, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT 521.31 FEET NORTH, 1140.27 FEET WEST OF THE BASIS OF BEARINGS
SOUTHEAST CORNER OF GOVERNMENT LOT 3, WHICH POINT IS ALSO THE THE CENTERLINE OF SOUNDVIEW PLACE IN ACCORDANCE WITH LEGAL
NORTHEAST CORNER OF BLOCK 4 OF THE UNRECORDED PLAT OF DESCRIPTION DATUM (PLAT OF FRUITDALE ON THE SO-JND, UNRECORDED)
FRUITDALE ON THE SOUND;
THENCE SOUTH 88'33'0" WEST ALONG THE SOUTH MARGIN OF WATER REFER TO PLAT OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER
STREET(190TH SOUTHWEST) A DISTANCE OF 211.22 FEET; 200306045004, RECORDS OF SNOHOMISH COUNTY, WASHINGTON
THENCE SOUTH 18*33'52" WEST A DISTANCE OF 83.00 FEET TO AN
EXISTING FENCE LINE;
THENCE SOUTH 78*33'0" EAST ALONG SAID FENCE LINE AS ESTABLISHED
UNDER RECORDING NUMBER 1891049, A DISTANCE OF 153.46 FEET TO THE BENCH MARK
WESTTERLY MARGIN OF SOUND VIEW DRIVE;
THENCE NORTH 37'17'0" EAST TO TRUE POINT OF BEGINNING(BEING A TOP OF CONCRETE MONUMENT IN CASING AT THE INTE-RSECTION OF LINDSAY
PORTION OF LOTS 1, 2 AND 3, BLOCK 4, OF THE UNRECORDED PLAT OF PLACE AND SOUNDVIEW PLACE
FRUITDALE ON THE SOUND). ELEVATION : 100.00
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON. DATUM : ASSUMED
SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD. TBM : TOP OF NAIL WITH WASHER NO'D 22969 AT THE INTERSECTION OF
WATER STREET AND OCEAN AVENUE
ELEVATION : 70.03
TOPOGRAPHY SURVEY RECEOVED
FOR FEB 14 2008
BUILDING DEPARTMENT
BENC. JEFFRIS CITY OF EDMONDS
IN NE1/4, SW1/4, SECTION 13, T.27 N.2 R.3 E., W.M.
CITY OF EDMONDS
Z) 1\4 U rl U M 1,-�) rl U U U N 1 T 2 VV AZ) N 1 N ki I U N
IN NE1/4, SW1/4, SECTION 13, T.27 N., R.3 E., W.M.
EX CB#4-234
/-TOP=80.87 EX CB# -50
INV 11
=78. 90-12 E T11=15 14
'NV=8,.�j - -49 EX C.B,. 4-48 EX CBMH 4-204
EX C.B. �NV:77:�56-12"W 12"E EX CB#4
TOP=70.67 �V 84-4"S INV=83.78-12"S TOP=91.4 TOP=95.82 TOP=98.06 zq
INV=68.12-12"E/SW INV=79.58-4"S INV=82.39-12"W INV=90.1(12"IN-E) INV=913.72 INV=91.41
INV=67.39-12"W 4 "KI OW I *%KICW INV=89.9(12"OUT-W)�
POSSIBLE GAS LINE(?)
W 6"CI WTR W W 6"CI WTR W WV
EX 6- SIDE SEWER TO 1111,C611 1// 77�1-��� N)
C, 7/6 /// /// // /// /// �. P
B� TV`D BY CITY CO (0
PUBUC WORKS TO CONN T NEW WATER 0) FIRE/YDRANT
�w/ REPLACE E�X. DWY SERVI E TO EX. W.M.
DETERMINE CONDITION; I�X 6"SSCO-#68B .1a WATER STOEET 7
TOP=79.33 D
REPLACE As NEEDE S 88133-00" W
INV=75.9± TW
5 T��ARING LIMIT (TYP-)
Z,6,0.p EX. NAIL WI_
zzz zzz
3 3 3 3 f 1-1 _ - - N r3 WASHER NO'
z 12"C I r-71,% SD 22969
SS 12"CONC/PVC SO - ONC SD
EX. 6"SS !t - V I-j/ #99 1 M.B.T
12"CONC % __1 X EX M H
SD W _X 1_1� M �-H -
SO 7 /'NORTHEASTC RNER TOP=98.52
;"x-F'W \-� EX. 4 FT. 4-SDCO
X 4-SDd CHAIN LINK/
/ OF BLOCK 4
-REPLACE EX. 4wSS W/6* 0'02 Q) X 4 i1DC DRAIR TO EX. INV=89.00 INV=89.26
LLJ INV=84.00
�11R INSTAL! 6wssco WAOCKING CB#4-50 INV- 5.00 FENCE X PP
12"C.I. LH COVER PER DTL#E6.2/
VC 43 -4 VC-S=
XING'(1.9 CLR)' ......
A . ....... -.-JF ................
6wSD INV:48.7
�A 4"SS TOP=76.8
X. 4 VT.
CH'AIN I IN., IN 82.0 CHAIN/LIN
/ EX C B44-47
S-16.67% FENCY
EX 4 FT. -4-PVC
FE�JCE
L ----- _SDCO ------------------------
CB#i-TYPE-1 6 In) TOP=97.23
GRATED LI 0 CONCRETE STEPS j ff--(37 .0 0 INV=91.5 -C� INV=94.89
4
cn (REMOVE) pffi
TOP-82.30 AT EG) SEoEtA 1� . f
EX. HOUSE NV11::876(6wOUTNE) 13NS
' V 1, it I
IN 6(4-IN-S) CAI #19018 SOUND /I V1 .1 / 6OF DRAIN (TYP.) C6 EX C.B.#4-46
VIEW P!r L ?Ij I
GROUND PF=83.84 TOP=98.74
V) I
XING'(2.1'C'LR):
2ND/FF=92.34 GARAGE
!GRASS-UNED L/ INV=96.70-12"W
Ld 4wSD INV-,84.1 /LOW SLAB FF=94.5 <z-
SWALE TO CB#1 ro) - - _T_ _070 Q '11)�/
(/REMOVE AFI�R ------------ INV=97.77-4"W
4*SS TOP --- -------------
CONSTRUC;60N) b
C)
FILTER FENCE (TYP.
g4.
CBOT�P
4 liz, -_ .
*SDC0 4 To
Cb OIL W EPA
CB#2"TYPE-1 IV07r. INV--83. it I
-r , @ SEE 41
SOLID ILID 0 �QMN 6�
VMS R,1W
TOP=84.50 to 4" 1.2 <,<
4"O.F. RISER TOP=83.35 WIV pct4c IN .1 -
I -Y 0)
INV=82.50(4wOUT-N) zioco
-IN-E) lb cj/
INV=82.60(4
SEE V-_83 20
4: :� 1 1 . .
_PETAIL SHT.2 A.
1. , I/ q : I/. /
14 2.-53' 1. -4 . - , I __�_01 - - z�_� Al
EX. MAILBOX
43
4*#
S_-15 VC TO REMAIN
12'W)c3O'Lx2.5'DP
L11 _U
INFILTRATION TRENCH r- � a I V d _4
> /I . e
0 SILT PROTECTION
(249 CF MIN.) EX 4 FT.. Fq
-SEE DETAIL SHT. CHAIN LINK 8 A 62
(TYP
I & 4 AT EX. CE
FENCE
W
8
64CUR
SOLID ILID f 45SDC '31 NAX.) /09 PP
TOP=84.5(EG) utfAl/y WALL 11. .6
INV=84. 30 coo %b EX CB#4- 2W
INV=82.60(4wOUT-N) "r
INV=82.70(6-IN-E) TOP= 99.18
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INV=9 X. 4 FT./- TEMPORARY INV=97.93-8"S
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MONUMENT WI TH -
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IN CASING EX M.H. N 88'33'00" E (DESC)
TOP=98.86
INV=88.21
EX C B. 4-44
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MT,ND,OR,WA)
UTILITY NOTE
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON ARE
APPROXIMATE ONLY AND DO NOT REFLECT THE LOCATION OF ALL
UTILITIES ON OR IN THE VICINITY OF THE SUBJECT PROPERTY. THE
OWNER SHOULD CONTACT ALL UTILITY PURVEYORS IN THE AREA TO
ASCERTAIN THE LOCATION AND DEPTH OF ALL UTILITIES.
<)
49
All
4V
LEGEND
ASPHALT PAVEMENT
CONCRETE SURFACE/WALK
-SD--O
CATCH BASIN
0 YD
YARD DRAIN
_SS-0
SEWER MANHOLE
bssco
SANITARY SEWER CLEANOUT
M WV
WATER VALVE
EB VIM
WATER METER
03 ICV
IRRIGATION CONTROL VALVE
X
FIRE HYDRANT
EB
ELECTRICAL BOX
STREET LIGHT STANDARD
-SD-
STORM DRAINAGE LINE
-SS-
SEWER LINE
- W-
WATER LINE
SIGN
X X
FENCE AS NOTED
SITE ADDRESS
19018 SOUND VIEW PLACE
EDMONDS, WA 98020
,,,MA,VIL -ROUTES
DELLWOOD
19400 33rd Avenue W.
Suite 200
Lynnwood, WA 98036
phone: (425)775-1591
fax: (425)672-7998
e-mail: info@lsaengineering.com
web: Isaengineering.com
VICINITY MAP
2ND SUIBMITTAL " 07-17-08
OWNER/APPLICANT ENGINC---R/SURVEYOR
BEN & ANN JEFFRIS CONTACT: JERRY OCONNELL
19018 SOUND VIEW PLACE LOVELL- SAU ERLAN D & ASSOCIATES, INC.
EDMONDS, WASHINGTON 98020 19400-33RD AVENUE W. SUITE 200
PH : (425) 308-5941 LYNNWOOD, WA. 98036
PH.: 425-775-1591
FAX: 425-672-7998
LEGAL DESCRIPTION
ALL THAT PORTION OF GOVERNMENT LOT 3 IN SECTION 13, TOWNSHIP 27
NORTH, RANGE 3 EAST, W.M., DESCRIBED AS FOLLOWS:
BEGINNING AT A POINT 521.31 FEET NORTH, 1140.27 FEET WEST OF THE
00
SOUTHEAST CORNER OF GOVERNMENT LOT 3, WHICH POINT IS ALSO THE 0
NORTHEAST CORNER OF BLOCK 4 OF THE UNRECORDED PLAT OF I
FRUITDALE ON THE SOUND; r-
THENCE SOUTH 88*33'0" WEST ALONG THE SOUTH MARGIN OF WATER r I
STREET(190TH SOUTHWEST) A DISTANCE OF 211.22 FEET; 0
THENCE SOUTH 18*33'52" WEST A DISTANCE OF 83.00 FEET TO AN
EXISTING FENCE LINE;
THENCE SOUTH 78'33'0" EAST ALONG SAID FENCE LINE AS ESTABLISHED 0
UNDER RECORDING NUMBER 1891049, A DISTANCE OF 153.46 FEET TO THE 7)
WESTTERLY MARGIN OF SOUND VIEW DRIVE;
THENCE NORTH 37*17'0" EAST TO TRUE POINT OF BEGINNING(BEING A
PORTION OF LOTS 1, 2 AND 3, BLOCK 4, OF THE UNRECORDED PLAT OF
FRUITDALE ON THE SOUND).
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
SUBJECT TO EASEMENTS, RESTRICTIONS AND RESERVATIONS OF RECORD.
z En
0
BASIS OF BEARINGS
THE CENTERLINE OF SOUNDVIEW PLACE IN ACCORDANCE WITH LEGAL
DESCRIPTION DATUM (PLAT OF FRUITDALE ON THE SOUND, UNRECORDED)
REFER TO PLAT OF SURVEY RECORDED UNDER AUDITOR'S FILE NUMBER
200306045004, RECORDS OF SNOHOMISH COUNTY, WASHINGTON
BENCH MARK
TOP OF CONCRETE MONUMENT IN CASING AT THE INTERSEC11ON OF LINDSAY
PLACE AND SOUNDVIEW PLACE
ELEVATION : 100.00
DATUM : ASSUMED
TBM : TOP OF NAIL NTH WASHER NO'D 22969 AT THE INTERSECTION OF
WATER STREET AND OCEAN AVENUE
ELEVATION : 70.03
APPROXIMATE QUAN11IIES OF EXCAV
EXCAVATION: 398± CUBIC YARDS
FILL: 398± CUBIC YARDS
THE QUANTITIES SHOWN WERE OBTAINED USING A COMPUTER PROGRAM COMPARING
EXISTING AND FINISH GRADE TINS.
THE QUANTITIES OF EXCAVATION AND FILL ARE APPROXIMATE, AND ARE SHOWN ONLY
FOR THE PURPOSE OF OBTAINING A GRADING PERMIT AND SHALL NOT BE USED FOR
CONTRACTUAL PURPOSES. SEE ARCHITECTURAL PLANS FOR FOUNDATION CACULATIONS.
INFILTRATION TRENCH SIZING
TOTAL PROJECT AREA =18,174 SF (0.42 ACRES)
PROPOSED ONSITE IMPERVIOUS AREA = 7,700 SF (0.18 ACRES)
INFILTRATION TRENCH HAS BEEN SIZED FOR THE ABOVE
IMPERVIOUS AREA.
DQM 3 - o ) D:�
bl I ANLA mAPPROVED FOR CONSTRUCTION
18,174 SF (0.417 ACRES) CITY OF EDMONDS
TAX ACCOUNT NUMBER r) A
2703-1300-4049-00
L-A V
v
RESUB
SEP 2 5 2008 BY. CITY ENGINEER
BUILDING DEPARTMENT
CITY OF EDMONDS
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JPO JO
DATE F.B.
06-10-08 511, P.20
CITY PERMIT#
BLD# 2008-0123
LSA M NO' 5055 OF2
EROSION AND SEDIMENT CONTROL (ESC) NOTES
GENERAL NOTES
1.
ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE
1. ALL CONSTRUCTION SHALL CONFORM TO THE CURRENT EDITION OF THE W.S.D.O.T. STANDARD SPECIFICATIONS FOR
ROAD , BRIDGE & MUNICIPAL CONSTRUCTION AND STANDARD PLANS AS ADOPTED BY THE CITY OF EDMONDS, AND
ANY REQUIREMENTS ESTABLISHED AT CITY HEARINGS ON THIS PLAN.
CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE
ROUTE. ACCESS POINTS SHALL BE STABILIZED NTH QUARRY SPALLS OR CRUSHED ROCK
2. ALL CONSTRUCTION IS SUBJECT TO THE INSPECTION BY THE CITY OF EDMONDS AND THE CONTRACTOR
TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS
SHALL NOTIFY THE CITY OF THEIR SCHEDULE IN SUFFICIENT TIME TO PERMIT INSPECTION PRIOR TO AND DURING
TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY
THE WORK.
AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING
OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR THE INSTALLATION OF SIDE SEWERS (LATERALS & TEES)
WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT IS
AND THE PLACING OF 2 X 4 MARKERS NTH THE LENGTH AND DEPTH OF THE LATERALS AND TEES INSCRIBED
REMOVED IN THIS MANNER.
ON THE MARKERS, AND PRIOR TO BACKFILLING.
4� THE CONTRACTOR SHALL CALL THE ENGINEERING DIVISION (425-771-0220, EXT 1326) 24 HOURS IN
2.
ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS
ADVANCE FOR ALL INSPEC11ONS INCLUDING WATER AND SEWER SERVICES.
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE
5. UPON COMPLET10N OF THE SITE IMPROVEMENTS AND UNDERGROUND UTILITIES, THE CONTRACTOR THROUGH
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR
HIS CONSULTING ENGINEER SHALL FURNISH AN AS -BUILT PLAN TO THE CITY OF EDMONDS WHICH INDICATED
OTHER VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED,
THE LOCATION OF ALL SITE IMPROVEMENTS INCLUDING SIDE SEWER LATERALS OR TEES, WATER LINES OR
DESIGNED, AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS
OTHER PERTINENT INFORMATION.
SHALL BE STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS
6. WATER SERVICE WITH METER BOX AND CURB STOP REQUIRED FOR EACH LOT.
SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL
30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH SEPTEMBER 30).
7. EXISTING UNDERGROUND FACILITIES HAVE BEEN SHOWN ON THIS DRAWING FOR THE PURPOSE OF ASSISTING
THE CONTRACTOR IN LOCATING SAID FACILITIES IN THE FIELD. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
3.
ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES
CHECKING ACTUAL LOCATIONS IN THE FIELD AND CHECKING NTH APPROPRIATE AGENCIES THAT MAY HAVE
UNDERGROUND FACILITIES WITHIN THE PROJECT LIMITS. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOS111ON BY
ANY DAMAGE TO UNDERGROUND FACILITIES RESULTING FROM HIS OPERATIONS.
APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS,
8. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOB SITE WHENEVER CONSTRUCTION IS IN
DIKES OR MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER
PROGRESS.
APPROPRIATE BMPS.
9. IT SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR TO CLEAN, FLUSH, DISINFECT WHERE APPLICABLE
4.
ESC MINIMUM REQUIREMENT - MAINTENANCE
AND OBTAIN SATISFACTORY APPROVAL FROM THE CITY OF EDMONDS REGARDING THE QUALITY AND
INTEGRITY OF EXISTING WATER LINES, SANITARY SEWER LINE, STORM LINE, RETENT10N SYSTEM, ETC. WRITTEN
ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND
ACCEPTANCE BY THE CITY OF THESE PROCEDURES MUST BE TRANSMITTED TO THE DESIGN ENGINEER.
MAINTAINED BY THE OWNER TO ENSURE CON11NUED PERFORMANCE OF THEIR INTENDED
FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE
10. ALL LOCATIONS OF EXISTING UTILITIES SHOWN ARE APPROXIMATE AND IT SHALL BE THE RESPONSIBILITY OF
WITH THE MANUAL.
THE CONTRACTOR TO VERIFY THE EXACT LOCATIONS TO AVOID DAMAGE OR DISTURBANCE.
5.
ESC MINIMUM REQUIREMENT - OTHER BMPS
11. ALL INLET AND CATCH BASIN FRAME AND GRATES SHALL NOT BE ADJUSTED UNTIL IMMEDIATELY PRIOR TO
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS
PAVING.
INCREASED RUNOFF SHALL BE APPLIED.
12. THE TEMPORARY EROSION/SEDIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY
GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION AND
6.
EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND UTILITY
SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNTIL CONSTRUCTION
CONSTRUCTION
IS COMPLETED AND THE POTENTIAL FOR IN SITE EROSION HAS PASSED.
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS
13. ALL REQUIRED STORM WATER RETENTION/DETENTION FACILITIES MUST BE CONSTRUCTED AND IN OPERATION
THE FOLLOWING:
PRIOR TO ANY PAVING UNLESS OTHERWISE APPROVED BY THE ENGINEERING DIVISION.
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY
14. ALL DRAINAGE STRUCTURES SHALL HAVE LOCKING LIDS, REGARDLESS OF LOCATION.
AND SPACE CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF
15. ALL DISTURBED SURFACES SHALL BE SEEDED WITH TOUGH, HARDY, FAST GROWING GRASS UNLESS
TRENCHES;
LANDSCAPING AND EROSION CONTROL MEASURES ARE EMPLOYED.
C. TRENCH DIEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS,
SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS);
16. UNLESS OTHERWISE NOTED ALL STORM DRAINAGE PIPING 8". 12". 18", 24" & 36" INCLUDING DETENTION
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
PIPE WILL BE 16 GAUGE GALVANIZED STEEL AND SHALL USE TREATMENT 1.
E. DAILY CLEANUP AND STREET MAINTENANCE.
17. GRASS SEEDING WILL BE DONE USING AN APPROVED TYPE HYDRO -SEEDER, OR AS OTHERWISE APPROVED
BY THE CITY OF EDMONDS DEPARTMENT OF PUBLIC WORKS. THE PERFORMANCE BOND WILL NOT BE RELEASED
7.
ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS
UNTIL THE GRASS IS ESTABLISHED UNLESS OTHERWISE APPROVED BY THE CITY OF EDMONDS DEPARTMENT OF
PUBLIC WORKS.
ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND DISTURBING
ACTIVITIES OF GREATER THAN, OR EQUAL TO, ONE ACRE IN ADDITION TO MEETING THE
18. PIPING SPECIFICATIONS AS NOTED.
MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY NTH ESC REQUIREMENTS
19. ALL STEEL PARTS WILL BE GALVANIZED AND WITH TREATMENT #1(ASPHALT COATED). 23. ALL WORK AND
LISTED BELOW.
MATERIALS FOR INSTALLAT10N AND CONSTRUCTION OF SEWER, WATER, AND UNDERGROUND POWER SHALL
8.
ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT LIMITS
CONFORM TO STANDARD SPECIFICATIONS FOR SUCH WORK IN ACCORDANCE WITH THE CITY OF EDMONDS AND
SNOHOMISH COUNTY P.U.D. STANDARDS.
IN THE FIELD, MARK CLEARING LIMITS AND/OR ANY EASEMENTS, SETBACKS,
SENSITIVE/CRITICAL AREAS AND THE BUFFERS, TREES AND DRAINAGE COURSES.
9.
ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING
PRIOR TO LEAVING THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT
POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT PONDS AND TRAPS,
PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT
ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE
FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES,
SUCH AS DAMS, DIKES, AND DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING
TO AN APPROVED TIMETABLE.
10.
ESC MINIMUM REQUIREMENT - CUT AND FILL SLOPES
CUT AND FILL SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT WILL
MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN ACCORDANCE WITH
ESC REQUIREMENT NO. 2.
11.
ESC MINIMUM REQUIREMENT - CONTROLLING OFF -SITE EROSION
PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES SHALL BE
PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME, VELOCITY, AND PEAK
FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE.
12.
ESC MINIMUM REQUIREMENT - STABILIZAT10N OF TEMPORARY CONVEYANCE CHANNELS
24" A
AND OUTLETS
WE
ALL TEMPORARY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED
6" PVC
AND STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM
REMOVABLE PLUG
z
A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE DEVELOPED CONDITION.
1" VENT HOLE
STABILIZATION ADEQUATE TO PREVENT EROSION OF OUTLETS, ADJACENT STREAM
BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF
2'
ALL CONVEYANCE SYSTEMS.
6" PVC
--------
FACTORY TEE
MAX.
13.
ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION
ALL STORM DRAIN INLETS MADE OPERABLE DURING CONSTRUCTION SHALL BE
PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE
SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERWISE TREATED TO REMOVE
SEDIMENT.
4!
OUT
14.
ESC REQUIREMENT REMOVAL OF TEMPORARY BMPS
'7
ALL TEMPORARY EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN
�-'1'4.-
-
A
30 DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE TEMPORARY
REDUCER E
BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR STABILIZED
ON SITE. DISTURBED SOIL AREAS RESULTING FROM REMOVAL SHALL BE PERMANENTLY
A.;'7
-
STABILIZED.
'N'
if
-k-t
6" PVC PIPE
15.
EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING CONSTRUCTION SITES
N
GROUT
DEWATERING SYSTEMS SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND.
16.
CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES
6" PVC PIPE
ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING CONSTRUCTION
SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE
CONTAMINATION OF STORM WATER.
17.
EROSION AND SEDIMENT CONTROL REQUIREMENT - FINANCIAL LIABILITY
PERFORMANCE BONDING, OR OTHER APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE
REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE WITH THE APPROVED EROSION
TYPE-1 22" X 26"
AND SEDIMENT CONTROL PLAN. [ORD. 3013 1, 1995].
31-1
SITE GRADING AND EROSION CONTROL NOTES
1.
STABILIZATION OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE
STABILIZED BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, NOTE:
OR OTHER VEGETATION, PLASTIC COVERING , OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, 1. MAX. RIM EL. INV. EL. DIFFERENCE
AND MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED
ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE GREATER THAN 5' SEE STND DWG 766.
THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM MAY 1 2. GROUT ALL JOINTS INSIDE AND
THROUGH SEPTEMBER 30).
OUTSIDE.
2.
OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF DETAIL, -CB" OIL/WATER SEPARATOR
IFU
INCREASED RUNOFF SHALL BE APPLIED.
N.T.S.
3.
MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL EIMPS SHALL BE REGULARLY INSPECTED AND
MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION.
ALL
MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL.
4.
EXPOSED SOILS SHALL BE PROTECTED BY STRAW MULCH, PLASTIC SHEETING, HYDROSEEDING
OR OTHER METHOD APPROVED BY THE CITY.
5.
STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND ADEQUATELY PROTECTED BY TEMPORARY NOTES:
SEEDING AND MULCHING. HYDROSEED PREFERRED.
6.
IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY 1. EXISTING UTILITIES ARE SHOWN PER AS-BUILTS AND OWNERS
AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING RECOLLECTION. CONTRACTOR TO VERIFY UTILITY LOCATIONS
AND BE TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24 HOURS.
STREET WASHING
SHALL BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
PRIOR TO CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED
CONTACT ENGINEER IMMEDIATELY.
7.
CONSTRUCTION ACCESS ROUTE. CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL,
LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH QUARRY SPALLS
OR CRUSHED
CALL BEFORE YOU DIG: 1-800-424-5555
ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS.
8.
TO AVOID TRACKING MATERIALS ONTO THE PUBLIC STREET ALL VEHICLES LEAVING THE SITE SHALL BE
CLEAN.
2. ADDITIONAL UTILITY EASEMENTS MAYBE REQUIRED DEPENDING ON
9.
DURING CONSTRUCTION PROPER BMP'S SHALL BE EMPLOYED TO CONTROL DUST.
EXISTING UTILITY LOCATIONS.
IN NE1/4, SW1/4, SECTION 13, T.27 N, R.3 E., W.M.
ADAPTOR SKIRT
TRIM TO WITHIN RETRIEVAL STRAP
3" 5* OF GRATE CONSTRUCTION SEQUENCE
OVERFLOW BYPASS FOR PEAK
STORM VOLUMES
GEOTEXTILE FABRIC
SEDIMENT
ACCUMULAT10N
NOTES
1. INSERT SHALL BE INSTALLED PRIOR TO CLEARING AND GRADING ACTIVITY, OR UPON
PLACEMENT OF A NEW CATCH BASIN.
2. SEDIMENT SHALL BE REMOVED FROM 1HE UNIT MEN IT BECOMES HALF FULL .
3. SEDIMENT REMOVAL SHALL BE ACCOMPLISHED BY REMOVING THE INSERT, EMPTYING, AND
RE-INSERTING IT INTO THE CATCH BASIN.
CATCH BASIN INLET PROTECTION INSERT SEE C.O.E. -uc*1.3
N.T.S.
MPACTED BACKFILL
1. ATTEND PRE -CONSTRUCTION MEETING. CALL ENGINEERING
INSPECTOR (771-0220 - EXT. 1326) TO SET UP MEETING.
(24 HOURS IN ADVANCE FOR ALL INSPECTIONS.)
2. CALL FOR UTILITY LOCATIONS (1-800-424-5555).
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
4. FLAG CLEARING LIMITS.
5. INSTALL FILTER FABRIC FENCE, ROCKED CONSTRUCTION ENTRANCE,
AND OTHER ESC DEVICES.
6. CLEAR SITE PER THIS PLAN (GRUBBING, ROUGH GRADING).
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
REQUIREMENTS.
8. DUST CONTROL PER DOE E2.20 (TO INCLUDE SPRINKLING THE
SITE WITH WATER UNTIL SURFACE IS WET)
9. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, ETC.).
(CONTACT THE OLYMPIC VIEW WATER AND SEWER DISTRICT FOR
SEWER INSPECTIONS. CITY OF EDMONDS INSPECTS WATER SERVICES
FROM METER TO HOUSE.)
10. FINAL GRADE/PAVE, MAINTAIN MINIMAL CB PROTECTION.
11. HYDROSEED AND MULCH ALL EXPOSED AREAS.
12. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
MEASURES ARE INSTALLED.
FILTER FABRIC
SECUREI
TO 2' X 2'
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD OR C
EQUIVALENT
8'- 12'
41 E�
U
8'
PLACE 3/4'-1.5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
ZD
CU
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS. USE STAPLES
13R WIRE RINGS TO ATTACH
FABRIC TO WIRE.
WIRE MESH SUPPORT
TO SUPPORT FILTER
BURY BOTTOM OF FILTER
MATERIAL 8' TO 12'
2' X 2' WOOD POSTS OR
EQUIVALENT
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
CITY OF EDMONDS
STANDARD DETAIL
FILTER FABRIC FENCE FILTRATION SYSTEMS
ISCAIE
NTS Iwo No' E1.1
81p± - X NON -WOVEN GEOTEXTILE FABRIC
/OX
TOP OF ROCK=83.26
3'±
4" RIGID OR FLEXIBLE
8'p± PERFORATED PIPES AS SHOWN ON PLAN
INV=82.60 RESIDENCE
CLEANOUT WITH 45*
1/2 TO 3/4"
1�>_ BEND AND CAP
2200 WASHED ROCK
MINI W/ 30% VOIDS (MIN.)
I (D
BOTTOM OF ROCK=80.76 I 1
49 40 4'
12'
TRENCH USED FOR DESIGN: ACTUAL
DIMENSIONS & LOCATION S H*ALL BE PER
SOILS ENGINEER. PROVIDE AT LEAST 249CF OF STORAGE.
INFILTRATION TRENCH SECTION
N.T.S.
100YR=83.22
FITTING
4"PV�, RISER
4"PVC:
OUT TO CB#1
INV=82.50
FINE
AESH
3CREEN
RIM=84.50
O.F. ELEV=83.35
V0 L) YK&
C'
)2, CA
____ 0 - . q &
� �) I = 3& 0 Cf
I )f
VCAC'1�
---*- 4"IN FROM INFILTRATION TRENCH
INV=82.60
6" MIN
[--SOLID BOTTOM
CB SUMP W/
SOLID LID
DETAIL- CB#2 OVERFLOW CATCH BASIN
N.T.S.
DISTURBED SOIL PRCTECTION NOTE
NOTE: SOIL PROTECTION BMW$ SHALL BE APPLIED WITHIN THE
FOLLOWING SCHEDULE:
FROM MAY 1 TO SEPTENBER 30:
ANY DISTURBED AREA IN WHI(H NO A)DITIONAL WORK WILL BE
PERFORMED WITHIN 7 DAYS SIALL BE PROTECTED BY STRAW
MULCH, PLASTIC SHEETING, WOROSEEDING OR OTHER METHOD
APPROVED BY THE CITY.
FROM OCTOBER 1 TO APRIL 3C:
ANY DISTURBED AREA IN WHIGI NO A)DITIONAL WORK WILL BE
PERFORMED WITHIN 2 DAYS SIIALL BE PROTECTED BY STRAW
MULCH, PLASTIC SHEETING, HTROSEEDING OR OTHER METHOD
APPROVED BY THE CITY.
NOTES
THE LOCATION OF UNDERGROJND UTILITIES SHOWN HEREON
ARE APPROXIMATE ONLY ANO DO NOT REFLECT THE
LOCATION OF ALL UTILITIES ON OR IN THE VICINITY OF THE
SUBJECT PROPERTY. THE ONNER SFOULD CONTACT ALL
UTILITY PURVEYORS IN THE AREA TO ASCERTAIN THE
LOCATION AND DEPTH OF AL UTILITIES.
50'
8'-12" OF 4"-8" QUARRY SPALLS.-- R=25'
ENTRANCE TO BE MAINTAINED
AT ALL TIMES.
TEMPORARY CONSTRUCTION ENTRANCE
N.T.S - SEE C.O.E. #E1.2
NOT TO EXC
CLEAN OUTS
<
W
V)
CLEANOUT (WYE WITH CAP
AND LOCKING LAMPHOLE CJVER) �7_
W
12'+/- W
a-
0 W
a: z
J+ a- -1
WATER TIGHT CAP
RISER 12
SLE" PVC
EVE
6' RIS7ER
4' OR 6' SIDE SEWER
GENERAL CLEANOUT DETAIL
SURFACE
6'
LAMPHOLE COVER
6" CITY STUB
4' OR 6' SIDE SEWER
CLEAN OUT DETAIL AT PROPERTY LINE
6' RISER
12" PVC SLEEVE
PVC CAP
TYPICAL CL NOUT UNDER ASPHALT
OR CONCRETE
12" LOCKING LAMPHOLE COVER
(EAST JORDAN [RON WORKS CO.)
MODEL #: 00366108)
NOTE.
SIDE SEWER JOINTS SHALL BE
GASKETED
CITY OF EDIVI ONDS
REVISIONS
APPRUM BY STANDARD DETAIL
DATE
D. GEBERT 6/16/03
- SEWER CLEANOUT DETAILS
D. GEBERT 01/06/05
- DATE
SCALE DWO NO.
1890-19910 7/24/01 6.2
NTS E
Call 2 Working Days Before You Dig
1-800-424-5555
Utilities Underground Location Center
(ID,MTND,OR,WA)
M':3'UB
RES
JUL 18 2008
BUILDING DEPARTMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE:
BY -
CITY ENGINEER
19400 33rd Avenue W.
Suite 200
Lynnwood, WA 98036
phone: (425)775-1591
fax: (425)672-7998
e-mail: info@lsaengineering.com
web: Isaengineering.com
0
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EXPIRES 5/20/09
2ND SL15NITTAL�07-17-05
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DATE
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1 511, P.20
MTY PERlflT#
BLD# 2008-0123
OF2
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LSA nLE NO - 5055