18207 HOMEVIEW DR.PDF1111111111 lill
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18207 HOMEVIEW
DR
ADDRESS: liao gr
TAX ACCOUNTMARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORDED FOR: —
PERMITS (OTHER):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
SHORT PLAT FILE:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
is
DETERMINATION: 0 Conditional Waiver 0 Study Required 0 Waiver
LID #:
LOT: BLOCK:
LATEMP\DSTs\Fortns\Street File Cbecklist.doc
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CITY OF EDMONDS WATERLINE AS-BUI
ADDRESS
18207 Homeview Drive
HOMEOWNER CONTRACTOR SCALE
Trudeau NTS
DATE DRAWN LID
BY K, Haney NO. 2003-0526
Date:
To:
From:
Subject:
Ft
tb U I E_4�i
MEMORANDUM
September 4, 2002 r
Fk
Trudy Bial.ic, 16623 37th PI W, Lynnwood, 98037
Kathleen Taylor, Planning Division
Pre -application for 18207 Homeview Dr
Thank you for scheduling a pre -application meeting. From a planning
perspective, your proposal will require that a wetland biologist be hired via.a
three -party contract with the City. Refer to critical areas determination, file
number CA-01-34.
The site is zoned Single -Family Residential (RS-12). The standard setbacks for
the RS-1 2 zone are as follows: 25 feet from where the property lines front the
street, and 10 feet from all other sides. (The subject isconsidered a corner lot,
and will not require a rear setback.) However, the setbacks will be subject to the
location and classification of the wetland. yt "+-- 4+ do q 16'
Once a critical areas study has been completed, plbnning staff will be able to
give you better direction. When you are ready to enter into a three -party contract
with the City, please contact me at 425.771.0220. You will. be responsible for the
payment of the study.
If you have any questions, please contact me at 425.771.0220.
City of Edmonds czR Planning Division
August 21, 2002
1662337 th Place West
Lynnwood, WA 98037
425-742--0286-(H)
206-547-1222 x1 64 (W)
Aft. Lara Palmatier
Development Services Dept.
City of Edmonds
121 5 th Ave. North
Edmonds, Wa. 98020
Enclosed is a $250 check to cover costs of a pre -application meeting re: a
property I'm in contract to purchase, at 18207 Homeview Drive.
I'll gather the information required and provide it to you as quickly as possible.
Please call me at the above numbers if needed.
Thank you,
Trudy Bialic
Encl.
0. 1/2 * . I /) 0
ADPP�ESS: e26k--41
TAX ACCOUNT/PARCEL NUMBER:
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED) FOR:
CRITICAL AREAS:— DETERMINATION: E] Conditional Waiver 'Idy Required E] Waiver
DISCRETIONARY PERMIT #'S: IT
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATEI
EASEMENT(S) RECORDED FOR:
PERMITS
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
SHORT PLAT FILE:
114
SIDE SEWER AS BUILT DATED.— tj
SIDE SEWER PERMIT(S).#:
GEOTECH REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
�5
LID #:—
LOT:
BLOCK:
L-ATEMP\DS'Ps\Fonns\Street File ChecklisLdoc
I
9831
City of Edmonds
PERMIT EXPIRES
SIDE SEWER PERMIT
C. is
Address of Constructi on:
LID#
Property Tax Account Parcel No. 1�1-7to CW C;-L-4 C)0
Attach copies of all access and utility easement Verified and Approved by
Owner and/or Contractor: ��41
Contractor License #: -Building Permit#: 0� 003 05-� 6.
Single Family Invasion into City *Right -of Way: 0 Yes
Multi-Family.(No. of Units *RW Construction Permit # CG— CIE2-W,
0 commercial (No. of Units Cross other "Private Property: El Yes Da No
F� Public "Attach legal description and copy of recorded easement.
J AF
_4a4�0 '10K /Owner Contractor
Owner or contractor siinature -and acknowledgement statemen F * , --**' Date
k r-d
By signing for this permit I certify that I have read the City's publ—ic andout entitled
Side Sewer Specifications, and shall comply with all City requirements outlined therein.
9 CALL DIAL -A -DIG (1-8004fq'�5555) 'BEFORE ANY EXCAVATION 9
9 FOR INSPECTION CALL 425-771-0220 extension WI-vu
24 HOUR NOTICE REOUIRED FOR ALL INSPECTION REOUESTS
NOTE: IF JOB SITE IS NOT READY FOR INSPECTION WHEN
INSPECTOR ARRIVES A $45 RE -INSPECTION FEE WILL BE CHARGED.
Job Site Ready YES NO Date: Initial:
Partial Inspection: Date: Initial:
Partial Inspection: -Date: Initial:
FINAL INSPECTIO.WAPPROVED: Date: 16 (d 4 InitiaI:____ZM__As-bu1It to Street File: E]
1�- PERMIT MUST BE POSTED ON JOB SITE t�
White Copy: File Green Copy: Inspector Buff Copy: Applicant
L;temp;bldg;forms;sspertnitjlg4/00
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ST
BACK OF HOUSE-----\
of ED *CITY OF EDMONDS SIDE SEWER AS— BUILT
0
d ADDRESS
;mi ta - io�:)n7 - w 11 i I
ow
t-i lc� F lz
HOMEOWNER CONTRACTOR SCALE
WiWam F, Trudeau I NTS
DATE DRAWN PERMIT
3-29-2004BY K, Haney NO. 9831
PLANNING DATA
NAME: Wm.'Am f::, A M3rAA 9- DATE: /0?
SITE ADDRESS: I 9a 7 t-�Yw —PLAN CHK#:-03 - Zol
PROJECT DESCRIPTION: 6an
REDUCED SITE PLAN PROVIDED?: (6) N
jo
M I AP PAGE: 35 CORNER LOT: C ae/ Njo FLAG LOT:
ZONING: 2. —' CRITICAL AREAS DETERMINATION #: 0 34
aStudy Required: -1�1- wcl-lAm Aw� Vjsjo3 —tio -V'% -j-"
Ll Waiver
Ll Conditional Waiver
SEPA DETERMINATION: I)NI '4P&A
Q Fee
U Checklist
QAP0 list w/ notarized form
13 3a ('.A�l 1&ad -I-, SEM
Ld(Needed for 500 cubic yards of grading, Shoreline Area- site within 200 ft. of Puget Sound or Lake Ballinger)
Ll Exempt
SETBACKS: -
Required Setbacks:
ve"Y'�V'4" Street,.—_TL2-:_Left Side: Z;�' Right Side: K) Rear:
V/..; Actual Setbacks:
Street: 2-No' Left Side: 5-1 V4 0' Right Side: .2-l' Rear: 4-3' 3 7'
Street map chocked for additional setback re q u I re d ? We—s) / N o D NA)
L) DETACHED STRUCTURES: A—tv- K=7
O-ROCKERIES: 15' 4. 6.," pL,,
Ll FENCES/TRELLISES: %
BAY WINDOWS / PROJECTING'MODULATION: Jk6i.^ piA,
STAIRS / DECKS: (0j' 6' b btw 0.
PARKING:
ReqUIred:__L_Actua1: -3
LOTAREA: (7,13&-62-1
LOT COVERAGE 11 Z .4
Calculations: ::]Y'-837
BUILDING HEIGHT:
Datum Point: '�— L*�j k— �-h 17 NO 4 1,-, Datum Elevation: Z% - e7- 4 3
';&jA k,.14,, 6 �� Maximum Allolyed: Z
Y/F. 6fA^ — _Actual Height:
A.D.U. CREATED?: rNo)YQs)
SUBDIVISION: 44 L. 7 2�
LEGAL NONCONFORMING LAND USE DETERMINATION ISSUED: QLes 1/14")
OTHER:
Plan Review Bv:
NewBPP1anningDataFonn.D0C
City #Edmonds
Development Services Department
Planning Division -
Phone: 425.771.0220
Fax: 425.771.0221
DA , TED REGIVED: 5—ca
CITY RECEIPT #: /2(
Critical Areas File #:
Critical Areas Checklist Fee: — $45.00
DATE MAILED TO APPLICANT-..
CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is The City will review the checklist, make a precursory
to be filled out by any person preparing a Development site visit, and make a determination of the subsequent
Permit Application for the City of Edmonds prior to steps necessary to complete a development permit
his/her submittal of a development permit to the City. application.
The purpose. of the Checklist is to enable City. staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or data
available at City Hall (Critical areas inventories, maps,
or soil surveys).
An applicant, or histor representative, must fill out the
checklist, sign and date it, and submit it to the City.
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
f6rm. In addition, the applicant shall include other
pertinent information (e.g. site pla:n, topography map,
etc.) or studies in conjunction with this Checklist to
assistant staff in completing their preliminary
assessment of the site.
I have completed the attached CRITICAL AREAS CHECKLIST and attest that the answers provided are
factual to the best of my knowledge (fill out the appropriate column below).
Owner/Applicant:
t�ekrevl
Name
Applicant Representative:
Name
Street Address Street Address
got
City State Zip City State Zip
Telephone:W(O
Signeae
Date: —*/6/c7(
1 (
Telephone:
Signature
Date:
G:\Share\Library\plmming\Forms\public HandOuts\ Critical Areas Checklist Doc/1-16-2001
'12J 1
*Critical Areas C'hecklist* CA File No: -CA �—
Site Information (soils/ topography/ hydrology/vegetation) Ho,-e C)t�qo_
1. Site Address/ Location: �e
2. Property Tax Account Number 0-29 6M 0-?z
3. Approximate Site Size (acres or square feet): OS (Z000
4. Is this site currently developed? _ yes; _ no.
If yes; how is site developed?
5. Describe the general site topography. Check all that apply.
::�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 (pleas6 d6scribe):.'
6. Site contains areas of year-round st anding water: A2Q ; Approx. Depth:
7. Site con* tains areas of seasonal standing water: XJQ Approx. Depth:
What season(s) of the year? 't Jr)
8. Site is in the floodway 4)r-
floodplain k) 0 of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? , Flows are year-round?
—Flows are seasonal? d) o (What time of year? 42 C-)
10, Site is primaril ' f meadow ;shrubs mixed
'Y" 0
urban landscape awn,shrubs etc)
11. Obvious wetland is present on site:
___W - __C). ...— A�IUVUIZI %,11UW1 ^rcm %,nemm vwi_jr__2ooj
*Critical Areas Checklist,* CA File No:-nj
Site Information (soils/ topography/ hydrology/vegetation) �-Ior-e
-�- - - - - , !�!a
1. Site Address/ Location:
2. Proper ty Tax Account Number L /-2-?A ow 0-?'Z C)CAM
3. Approximate Site Size (acres or square feet): zocx
4. Is this site currently developed? _ yes;
If yes; how is site developed?
5. Describe the general site topography. Check all that apply.
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: 620 ; Approx. Depth:
7. Site con tains areas of seasonal standing water: JiD Approx. Depth:
What season(s) of the year? .4jr-)
8. Site is in the floodway 4)r� floodplain A� 0 of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-round?
A)0 Flows are seasonal? d)& (What time of year? 42 C::)
10. Site is primaril ' f , meadow shrubs mixed
'y Z07!= --
urban landscape awn,shrubs etc)
11. Obvious wetland is present on site:
G:\Share\Library\Planrdng\Forms\l>ublic Handouts\ Critical Areas Checklist Doc/1-16-2001
City of Amonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
DATED RECEh&:-5—(,, —U ' ,
CITY RECEIPT#: -- / -7 0!2 0
Critical Areas File #:
Crit ical Areas Checklist Fee: $45.00
DATE MAILED TO APPLICANT:.
CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by any person preparing a Development
Permit Application for the City of Edmonds prior to
his/her submittal of a development permit to the City.
The purpose of the Checklist is to enable City. staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or data
available at City Hall (Critical areas inventories, maps,
or soil surveys).
An applicant, or his/or representative, must fill out the
checklist, sign and date it, and submit it to the City.
The City will review the checklist, make a precursory
site visit, and make a determination of the subsequent
steps necessary to complete a development permit
application.
Please submit a vicinity map, along with the signed
copy of this form to assist City staff in finding and
locating the specific piece of property described on this
form. In addition, the applicant shall include other
pertinent information (e.g. site plan, topography map,
etc.) or studies in conjunction with this Checklist to
assistant staff in completing their preliminary
assessment of the site.
I have completed the attached CRITICAL AREAS CHECKLIST and attest that the answers provided are
factual to the best of my knowledge (fill out the appropriate column below).
PLEASE PRINT CLEARLY
Owner/Applicant:
Name
V, o -�� (-7 C-1
Street Address
A
City State Zip
Telephone: W (0 5-33
Sig�atdke
Date: 610(
Applicant Representative:
Name
Street Address
City State Zip
Telephone:
Signature
Date:
G:\Share\Library\Planning\Fomis\Public Handouts\ Critical Areas Checklist Doc/1-16-2001
City of Edmonds
Critical Areas Determination
Applicant: Leif Helleron Construction Determination #: CA-01-32
Inc.
Project Name: I Permit Number: I I
Site Location: I XXXX 182 nd St. SW I Property Tax Acct #: 1 4776-000-0772-007]
Project Description:
Non -Project Specific
Determination: Study Required:
During review and inspection of the subject site, it was found that the site may contain a critical
area, including a Wetland pursuant to Chapter 20.15B of the Edmonds Community Development
Code (ECDC).
Based on this finding, prior to submission of any development permit, you will be required
satisfy the requirements of ECDC 20.15B by completing the following:
Wetland/Stream
The site investigation has shown that the site may contain a natural wetland in the area where the
north and west property lines meet. Based on the above finding, a Critical Areas Study is
required to determine the hydrology of the area and to delineate the approximate boundaries of
any wetland and identify its buffers. The required qualified critical areas consultant needed to
perform the study shall be a specialist in botany, fisheries, wetland biology, and/or hydrology
with a minimum of two years' field experience with wetlands and/or streams in the Pacific
Northwest. All critical areas studies shall be performed as three party agreements with the city
selecting the consultant and the property owner or applicant paying the fees.
The qualified critical areas consultant shall perform the following:
Classification of the wetland pursuant to the criteria established in ECDC Section
20.15B.060(A)(4) and (5).
2. Delineate the edge of the wetland on the site.
3. State any mitigating measures appropriate to preserving and protecting the wetland.
After the qualified critical areas consultant has delineated the wetland boundary, a surveyor
licensed by the State of Washington must perform the following:
1. Physically mark the edge of the wetland.
2. Delineate the required buffer (see ECDC 20.15B.120. (A) and 20.15B.130.(C)).
3. Delineate the required building setback from the buffer (required setback is 15 feet).
4. Create a map showing the wetland, the buffer and the building setback.
Both the qualified critical areas consultant and the Land Surveyor shall enter into a three party
contract with the applicant and the City of Edmonds as required in ECDC 20.15B. 140(D), where
the applicant pays for the study. The applicant may suggest qualified professionals for the City's
approval.
If the results of the Critical Areas Study determine that the lot may not be developed, the
applicant may apply for a Reasonable Use Exception and Vaniance pursuant to ECDC
20.15B. 170(A) and 20.15B.040(C)).
If the property owner wishes to apply for a specific development permit which they feel
would not impact the Critical Areas located on the site, they may submit their proposal to
the Planning Department for review. If the Planning Department finds that the proposed
development permit will not adversely impact a Critical Area or its buffers, a conditional
waiver may be issued on a project by project basis.
Name Signatur6 Date
[I Cited sections of the Edmonds Community Development Code (ECDC) can be found on the City of Edmonds
website at vrvvw.ci.edmonds.wa.us.
2
Zipper Zeman Associa
Geotechnical and Environmental Consulting
Bill Trudeau
P.O. Box 1773
Edmonds, Washington 98020
Subject: Geotechnical Evaluation
Proposed Single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
Dear Mr. Trudeau:
1 40
J-1517
December 20, 2002
Zipper Zeman Associates, Inc. (ZZA) is pleased to present herein a geotechnical
evaluation report. This report presents the results of our subsurface exploration and geologic
engineering study relative to foundation and construction considerations. These services were
completed in accordance with your verbal request of November 2002. The field evaluation for
this study was completed on November 27, 2002.
The purpose of the evaluation was to establish general surface and subsurface conditions
at the site from which conclusions and recommendations regarding foundation design and
construction considerations could be formulated. The scope of work consisted of subsurface
explorations, a visual reconnaissance, geotechnical engineering study, and preparation of this
report.
In the event of any changes in the nature, design, or location of the proposed
development, the conclusions and recommendations presented in this report should be reviewed
and modified, if necessary, to reflect the changes. We recommend that ZZA be allowed the
opportunity to review the plans and specifications of the project once they become available to
determine that the recommendations presented herein have been properly interpreted with
respect to this report. This report has been prepared in accordance with generally accepted
geotechnical engineering practices for your exclusive use, for specific application to this project.
This report is limited, and does not attempt to address all items potentially required by
possible designation of portions of the site as environmentally sensitive areas, if , applicable. If
these designations apply, the information in this report can be supplemented to provide the
specific information required by such designations.
SITE AND PROJECT DESCRIPTION
The project site is located at on the east side of Homeview drive, immediately south of
the SW 182 nd Street intersection, in Edmonds, Washington. The survey provided to us indicates
that the site is an irregular shape, extending roughly 100 feet east from Homeview Drive, and
18905 — 33d Avenue W., Suite 117 Lynnwood, Washington 98036 (425) 771 - 3304
Proposed Single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J- 1517
December 20, 2002
Page 2
from 92 to over 100 feet south from SW 182 d Street. The site slopes gently to the north with a
total relief of approximately 35 feet from a knob at the south end of the lot. The site is bounded
by an existing single family residence to the south. The west property line along Horneview
Drive is a road cut sloped at about 1.5 H:lV (Horizontal: Vertical) down towards a roadside
ditch.
We did not observe any surficial indications of recent slope failure on or in the immediate
vicinity of the site. No pooled of flowing water was observed on the site at the time of our
evaluation. Site vegetation consists of a mantle of trees and underbrush.
We understand that the proposed development will include the construction of a single
family residence. We understand that the residence will be accessed from the west, and will be
located within the southwest portion of the property.
FIELD EXPLORATION
The subsurface exploration program conducted for this study consisted of completing
three test pit explorations across the site. The location and depth of our explorations were
selected based upon site access, the proposed building location, and the geologic conditions. The
test pit explorations were completed to depths ranging up to* 3 feet 4 inches below the existing
ground surface, and were completed using a post hole digger.
It should be emphasized that our explorations revealed subsurface conditions at discrete
locations on the project site and that actual conditions could vary at other locations.
Furthermore, the nature and extent of any such variations will not become evident until
construction activities have begun. If significant variations are observed at that time, we may
need to modify our conclusions and recommendations to reflect actual conditions.
We completed a reconnaissance of the north -facing slope on the property, as well as the
road cut along the west property line. There were no indications of groundwater seepage,
erosion, or slope instability on these slopes.
Subsurface Conditions
Test pits were advanced near the proposed building envelope and disclosed relatively
uniform subsurface conditions. In general, the explorations near the planned. house footprint
disclosed approximately 2 to 3 feet of forest duff, topsoil, and weathered native soils over
undisturbed glacial deposits. The weathered native soils were overlain by 2 to 6 inches of
organic -rich forest duff and topsoil. The weathered native soils consisted of loose to medium
dense, damp, tan, silty sand with some gravel. The underlying glacial soils consisted of medium
dense to dense, damp, light gray, silty sand with some gravel. This soil deposit is classified as
glacial till, which is consistent with published geologic mapping of the vicinity. A third test pit
was completed by mapping the fke of the road cut along Horneview Drive, to confirrn that
glacial till soils extend down below the planned house location to approximately the roadway
elevation.
Zipper Zeman Associates, Inc.
18905 — 33d Avenue W., Suite 117 Lynnwood, Washington 98036 (425) 771-3304
Proposed Single Family Residence
Horneview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J- 1517
December 20, 2002
Page 3
Groundwater in the form of seepage at the exploration locations was not observed at the
time of our evaluation. Due to the reduction in permeability with depth, the formation of
perched groundwater may develop near the base of the weathered native soils during extended
periods of wet weather. It should be noted that groundwater conditions might fluctuate due to
seasonal precipitation variation, site utilization, irrigation, and other factors.
CONCLUSIONS AND RECOMI�MNDATIONS
Based on the conditions encountered in the test pits and our visual observations of the
site, the proposed project appears geotechnically feasible.
Seismic Criteria
Figure 16-2 in the 1997 Uniform Building Code classifies the subject site as being within
Seismic Zone 3. Based on the subsurface conditions encountered at the site and published
geologic literature, it is our opinion that Soil Profile Type Sc be used to describe the average soil
properties within the upper 100 feet beneath the site. This designation describes soils that are
considered very dense with a shear wave velocity of 1,200 to 2,500 feet per second, Standard
Penetration Test values between greater than 50, and an undrained shear strength greater than
2,000 psf.
Based on the density and grain size distribution of the site soils and the absence of a
groundwater table, we did not observe any layers of liquefiable soils on the project site, and
liquefiable deposits are not anticipated at depth due to the glacially consolidated nature of the
native site soils. It is our opinion that the risk of damage due to soil liquefaction is low.
Site Preparation
We anticipate that this project will require cuts ranging up to about 6 feet. Site
preparation should include the removal of all vegetation, root mass, and organic soils.
Preparation for site grading and construction should begin with procedures intended to control
surface water runoff. It will not be possible to successfully utilize on -site soils as."structural fill"
if drainage is not controlled during construction. Attempting to grade the site without adequate*
drainage control measures will reduce the amount of on -site soil effectively available for use,
increase the. amount of select import fill materials required, and ultimately increase the cost of
the earthwork and foundation construction phases of the project
Following clearing and grubbing, any organic -rich topsoil will need to be stripped in the
building and pavement areas, as well as those areas to receive structural fill. Topsoil on the
order of 6 inches thick appears to mantle the site. The topsoil and stumps should be removed
and should not be reuse as structural fill. Localized areas of deeper organics, such as root
systems, may be encountered within the project site and should likewise be removed. Any
excavations that extend below finish grades should be backfilled with strubtural fill as outlined
subsequently in this report. Based on our observations, extensive topsoil deposits are not
Zivver Zeman Associates, Inc.
18905 — 33d Avenue W., Suite 117 Lynnwood, Washington 98036 (425) 771-3304
Proposed Single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J-1517
December 20, 2002
Page 4
anticipated. However, topsoil is not suitable for reuse as structural fill and should therefore be
exported from the site or used for landscaping purposes.
After stripping of the topsoil, the exposed soils will generally consist of silty sand with
some gravel. After stripping, and prior to placement of structural fill, we recommend that
building subgrade areas, and areas to receive structural fill be proofrolled and compacted to a
firm and unyielding condition in order to achieve a minimum compaction level of 95 percent of
the modified Proctor maximum dry density as determined by the ASTM:D-1557 test procedure.
Due to the silty nature of the site soils, proofrolling 'and adequate compaction can only be
achieved when the soils are within approximately ± 2 percent of the optimum moisture content. ,
Proofrolling should be accomplished with a heavy compactor, loaded double -axle dump
truck, or other heavy equipment under the observation of a representative from our firm. This
observer will assess the subgrade conditions prior to filling. Areas where loose surface soils
exist due to grubbing and stripping operations should be considered fill to the depth of the
disturbance and treated as subsequently recommended for structural fill placement. The need for
or advisability of proofrolling due to soil moisture conditions should determined- at the time of
construction.
Earthwork may be difficult during periods of elevated soil moisture and wet weather due
to the moisture sensitive nature of the silty site soils. Excavated site soils may not be reusable as
structural fill depending o ' n the moisture content and weather conditions at the time of
construction. If soils are stockpiled for future reuse and wet weather is anticipated, the stockpile
should be protected with plastic sheeting that is securely anchored. If on -site soils become
unusable, it may become necessary to import clean, granular soils to complete wet weather site
work.
Subgrade soils that become disturbed due to elevdted moisture conditions should be
overexcavated to expose firm, non -yielding, non -organic soils and backfilled with compacted
structural fill. We recommend that the earthwork portion of this project be completed during
extended periods of dry weather if possible. If earthwork is completed during the wet season
(typically November through May) it may be necessary to take extra precautionary measures to
protect subgrade soils. Wet season earthwork may require additional mitigative measures
beyond that which would be expected during the drier summer and fall months. This could
include diversion of surface runoff around exposed soils, draining of ponded water on the site,
and collection and rerouting of surface runoff from upgradient on- and off -site sources. Once
subgrades are established, it may be necessary to protect the exposed subgrade soils from
construction traffic. Placing quarry spalls, crushed recycled concrete, or clean pit -run sand and
gravel over these areas would further protect the soils from construction traffic.
Structural FRI
All fill material placed below structural elements, retaining walls, sidewalks, and
driveways should be placed in accordance with the recommendations herein for structural fill.
Zipper Zeman Associates, Inc.
18905 — 33d Avenue W., Suite It 7 Lynnwood, Washington 98036 (425) 771-3304
Proposed Single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J- 1517
December 20, 2002
Page 5
Prior to fill placement, the surfaces to receive structural fill should be stripped, proofrolled and
compacted as described above.
All structural fill should be free of organic material, debris, or other deleterious material.
Individual particle size should be less than 6 inches in maximum dimension. Structural fill
should be placed in lifts no greater than 8 inches in loose thickness. We recommend that a
representative from our firm be present during grading so that an adequate number of density
tests can be conducted as structural fill placement occurs. In this way, the adequacy of the
earthwork may be evaluated as it proceeds. In the case Of roadway and utility trench filling and
wall backfilling in municipal rights -of -way, the backfill should be placed and compacted in
accordance with current local codes and standards.
The suitability of soils for structural fill use depends primarily on the gradation and
moisture content of the soil when it is placed. As the amount of fines (that soil fraction passing
the U.S. No. 200 sieve) increases, soil becomes increasingly sensitive to small changes in
moisture content and adequate compaction becomes more difficult, or impossible, to achieve.
Generally, soils containing more than about 5 percent fines by weight (based on that soil fraction
passing the U.S. No. 4 sieve) cannot be compacted to a firm, non -yielding condition when the
moisture content is more than a few percent from optimum. The optimum moisture content is
that which yields the greatest soil density under a given compactive effort.
At the time of the limited subsurface evaluation, the native soils disclosed in the upper 2
to 3 feet of the test pits appeared to have moisture contents slightly below their optimum
moisture content relative to their possible use as structural fill. Selective drying of over -
optimum moisture soils may be achieved by scarifying or windrowing surficial materials during
extended periods of dry weather. Soils which are dry of optimum may be moistened through the
application of water and thorough blending to facilitate a uniform moisture distribution in the
soil prior to compaction.
In the event that inclement weather or wet site conditions prevent the use of on -site soil
or non -select material as structural fill, we recommend that a "clean", free -draining pit -run sand
and gravel be used. Such materials should generally contain less than 5 percent fines, based on
that soil fraction passing the U.S. No. 4 sieve, and not contain discrete particles greater than 6
inches in maximum dimension. It should be noted that the placement of structural fill is, in
many cases, weather -dependent. Delays due to inclement weather are common, even when using
select granular fill. We recommend that site grading and earthwork be scheduled for the drier
months, if at all possible.
Temporary Cut Slopes
We anticipate that relatively small temporary open cuts on the order of 6 feet will be
necessary to construct shallow foundations or retaining walls. Temporary slope stability is a
function of many factors, including the following:
1. The presence and abundance of groundwater;
Zivyer Zeman Associates, Inc.
18905 — 334 Avenue W., Suite 117 Lynnwood, Washington 98036 (425) 771-3304
Proposed Single Family Residence J- 1517
Homeview Drive, 18200 Block ("Lot 72") December 20, 2002
Edmonds, Washington Page 6
2. The type and density of the various soil strata;
3. The depth of cut;
4. Surcharge loadings adjacent to the excavation;
5. The length of time the excavation remains open.
It is exceedingly difficult under the variable circumstances to pre -establish a safe and
44 maintenance -free" temporary cut slope angle. Therefore, it should be the responsibility of the
contractor to maintain safe slope configurations since the contractor is continuously at the job
site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface
materials and groundwater conditions encountered. It may be necessary to drape temporary
slopes with plastic or to otherwise protect the slopes from the elements and minimize sloughing
and erosion. We do not recommend vertical slopes or cuts deeper than 4 feet if worker access is
necessary. The cuts should be adequately sloped or supported to preventinjury to personnel
from local sloughing and spalling. The excavation should conform to applicable Federal, State,
and local regulations.
According to Chapter 296-155, Part N, Excavation Trenching and Shoring, of the
Washington Administrative Code (WAC), it is our opinion that the existing weathered native
soils encountered to a depth of approximately 3 feet would be classified as Type C soils.
According to the Code, excavations less than 20 feet deep in Type C soils may be cut at a
maximum temporary slope angle of 34 degrees (lY2H:IV). We recommend that temporary cuts
exposed to inclement weather be covered with sheet plastic to reduce the risk of erosion and
destabilization. Deeper, dense glacial till soils can potentially be cut to a steeper angle. We
recommend confirmation of soil conditions by an experienced geotechnical professional for any
cuts exceeding I Y7, H: IV.
Conventional Shallow Foundations
All footings should be founded within the medium dense to dense, native on -site soils, or
within compacted structural fill placed above a stripped and properly prepared subgrade.
Continuous or column footings may be designed for maximum allowable bearing pressure of
2,000 psf on compacted structural fill soils or medium dense native soils. Higher bearing
capacity is feasible on very dense native soils. A one-third increase of these bearing pressures
may be used for short-term wind or seismic loading.
For building and retaining wall foundations subjected to lateral loads, we recommend
using an allowable base friction value of 0.40 and a maximum allowable passive resistance of
300 pcf for those foundations embedded at least 18 inches below finish grades.
I Exterior footings should extend at least 18 inches below adjacent grade for frost
protection, while the interior footings should extend at least 12 inches below adjacent grade. We
recommend that all continuous and isolated footings be at least 18 and 24 inches in width,
respectively.
Zipper Zeman Associates, Inc.
18905 — 33d Avenue W., Suite 117 Lynnwood, Washington 98036 (425)771 -3304
Proposed Single Family Residence
Horneview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
J- 1517
December 20, 2002
Page 7
We estimate that the total settlement of foundation members founded within the medium
dense and dense site soils may approach 1/4 inch. Differential settlement of foundations founded
within the same soil type could approach Y2 inch. Settlements would occur elastically as the
loads are applied. We recommend that a representative from our firm observe the conditions of
the footing subgrades prior to the pouring of concrete, in order to verify that the bearing soils are
undisturbed and that conditions are consistent with the recommendations contained within this
report.
Slab -On -Grade Floors
Moisture sensitive interior building slabs should be underlain by a capillary break
comprising a minimum 4-inch thickness of coarse freedraining granular material such as pea
gravel or washed 5/8-inch crushed rock. A plastic vapor barrier (e.g. polyethylene sheet) should
be placed directly beneath the slab in these areas to act as a vapor barrier. The impermeable
membrane should be protected by two inches of fine, moist sand placed both above and below
the membrane. The sand cover will provide protection for the membrane and will promote
uniform curing of the concrete slab. The sand cover should be moistened and tamped prior to
slab placement.
Drainage and Utility Considerations
We recommend that the building be protected by a perimeter footing drain. The drain
should consist of a minimum 4-inch diameter perforated pipe embedded in at least an 18-inch
wide envelope of clean, free -draining granular material, such as pea gravel. A non -woven filter
fabric such as Mirafi 140N, or equivalent, should envelop the free -draining granular material.
Footing drains should be directed toward appropriate storm water drainage facilities. Roof
drains should not be connected to the footing drain system. We recommend that site grades be
sloped away from the home to promote surface water flow away from the structure.
Even with adequate drainage, moisture intrusion occurs through unprotected concrete
walls. Waterproofing should also be provided for backfilled walls. The purpose of the
waterproofing is to provide protection of the concrete walls and interior finishes from effects of
moisture.
Rockery Construction Recommendations
We recommend that rockery walls be founded on competent native soils or on structural
fill placed to the recommended standard as described in the Structural Fill section of this report.
In our opinion, when adequate foundation support and suitable materials are present such as
those outlined above, rockery walls will provide an adequate erosion control facing for
undisturbed, dense native soils at the site. A rockery is not, however, equivalent to an engineered
retaining structure. Rockeries typically require periodic maintenance, and rockeries are at risk of
damage or failure during a seismic event of moderate to large magnitude.
Zipper Zeman Associates, Inc.
18905 — 33d Avenue W., Suite 117 Lynnwood, Washington 98036 (425) 771-3304
Proposed Single Family Residence J- 1517
Homeview Drive, 18200 Block ("Lot 72") December 20, 2002
Edmonds, Washington Page 8
Rockeries should be constructed to City of Edmonds requirements. We recommend a
maximum rockery height of 6 feet, and that rockeries not be used to retain fill soils. Varying
from these conditions is possible, but requires additional engineering analyses and design
criteria. Rockeries should not be placed within the support prism of settlement sensitive
structures or features, generally considered to extend below and out from structures at 1 1/2 H: I V.
Rockeries should be installed by a qualified contractor experienced in rockery
construction. The construction should be monitored by 4 representative of our firm. In addition
to the geneml criteria described in this report, all rockeries should be constructed in accordance
with standard details and specifications of the City of Edmonds, and in general accordance with
the Association of Rockery Contractors guidelines.
The base of the rockery should be embedded at least one-half the thickness of the lowest
course of rocks or 18 inches below the adjacent ground surface, whichever is greater. The final
rock wall face should be constructed with a batter of between I H: 5V and I H: 6V.
The rockery rocks should be tabular and rectangular. Rocks should be hard, sound,
durable and free of weathered portions, seams, cracks and other defects. Based on the height of
the cut and the slope behind the rockery, we recommend that the base of the rockery be
constructed using rock weights between 2,000 to 4,000 pounds (4 man rocks). - The rock density
should not be less than 160 pcf,
Rock selection and placement should be accomplished to reduce the number and size of
voids. In the exposed face of the wall, no openings greater than 6 inches in dimension in any
direction should be permitted. Rock courses should be gradational in size from bottom to top
with the largest rocks of uniform size being placed for the lowest two courses. The contact
between rocks should slope downward to the back side of the rockery., Each course of rocks
should be seated tightly and evenly on the course beneath. After seating each course of rock,
voids between the rocks should be chinked on the back with quarry spalls to eliminate passage of
backfill material. Backfill immediately behind the rockery should consist of quarry spalls. The
spalls should consist of 2 to 4 inch rock, and should be durable, uncontaminated by soil or other
debris, and not readily susceptible to weathering.
The quarry spall fill should be placed to a width of not less than 18 inches between the
rockery and the face of the cut. The spalls should be placed and compacted in lifts to a level
approximately 2 inches below the top of each course of rocks as they are placed, until the
uppermost course is placed. Any backfill material falling onto the bearing surface of one rock
course must be removed before setting the next course. Rock placement should be such that each
rock above the base course will be supported on two rocks in the next lower row.
A perforated drainpipe should be embedded in the backfill at the base of the rockery.
This drain should discharge to the storm drdin system or daylight at a location which will not
impact slopes or moisture -sensitive areas.
Zh3ver Zeman Associates, Inc.
18905 — 33d Avenue W., Suite 117 Lynnwood, Washington 98036 (425) 771-3304
Proposed Single Family Residence
Homeview Drive, 18200 Block ("Lot 72")
Edmonds, Washington
Erosion Control
J- 1517
December 20, 2002
Page 9
Erosion and sedimentation controls are recommended during construction to reduce the
potential impacts to adjacent areas. Erosion control measures should be designed to prevent
sediment transport. This may be accomplished by constructing water bars or utilizing other
methods to control surface water runoff, and constructing silt fences to control sedimentation. If
construction is accomplished during the winter months, we further recommend that temporary
erosion protection be provided consisting of covering e�,posed soil areas with plastic sheeting,
jute matting, and/or straw. We recommend that all bare soil areas be planted or mulched as soon
as possible. It may be necessary to provide temporary erosion protection until vegetation has
been reestablished.
CLOSURE
. The conclusions and recommendations presented in this report are based on the
explorations accomplished for this study. The number, location, and depth of the explorations
for this study were completed within the site and scope constraints of the project so as to yield
the information necessary to formulate our recommendations. The plans for this project were in
the preliminary stage at the time this report was written. Under the circumstances, it is
recommended that we be provided the opportunity for general review of the' project plans and
specifications in order to confirm that the recommendations and design considerations presented
in this report have been properly interpreted and implemented into the project design.
The integrity and performance of the foundation systems at this site depend greatly on
proper site preparation and construction procedures. We recommend that a representative of
ZZA be present during the grading, subgrade preparation, and other geotechnically critical
portions of the work. If variations in the subsurface conditions are observed at that time, ZZA
would be able to provide additional geotechnical engineering recommendations to the contractor
and design team in a timely manner as the project construction progresses.
We appreciate this opportunity to be of service to you, and would be pleased to discuss
the contents of this report or other aspects of the project with you at your convenience.
Respectfully submitted,
Zipper Zeman Associates, Inc.
John E. Zipper, P.E
President
Zipper Zeman Associates, Inc.
18905 — 334 Avenue W., Suite 117 Lynnwood, Washington 98036
(1��PIRES 124 10
L
(425) 771-3304
42577ie221 P.07/10
CITY OF EDM%jNDS
AGREEMENT FOR CONSULTANT SERVICES FOR PREPARATION
OF A CRITICAL AREA STUDY
__J3ill & Myrna Trudeau �_, hereinafter referred to as "Proponent,"
Wetland Resources, Inc. hereinafter referred to as "Consultant," and the City
6-f Edmonds, Washington, hereinafter referre as "the City," for and in consideration of mutual
promises contained herein agree and conh-W as follows:
L The Citys Planning Official has determined that a Critical Area may exist on or near the
subject property, pursuant to Edmonds Community Development Code (ECDC) Section
20.15.B.
H. The City is to direct and supervise preparation and finalization of a critical area study to
describe the items in accordance with ECDC Section 20.15.B. 150.
I1B. Paragraph LIB shall be applicable only during the life of this contract. The work of the
Consultant and the critical area study are for the purpose of roviding the City with
information and analysis, independent from the Proponent and K owner of the subject
property. To that end, the Consultant shall, during the fife of this agreement, perform no other
services for Proponent with respect to the subject property. In addition, the Consultant shall
not perform services for the Proponent with respect to other property or proposed
developments without full disclosure thereof to the City. Proponent specifically agrees not to
communicate with the Consultant, except for such communication as may be necessary for the
Consultant to cm-ry out the performance of this agreement. Any such communication between
the Proponent and Consultant shall be carried on only in the presence of or with the prior
approval of the City.
TTL 'Proponent agrees to pay to Consultant in the manner set forth in Section VII below the
reasonable costs of having the critical area study -prepared. The Consultant has been
recommended and selected by the City. Proponent understands and agrees to pay Consultant
for actual time and materials expended in accordance with the scope of services set forth in
Attachment "A" hereto, provided, however, that the total to be received by ft Consultant for
preparation of the critical area study shall not exceed the sum of $ 00
Progress payments are to be issued to Consultant in accordance with the provisions of
Sections VII and IX in this agreement.
IV. The Proponent agrees to cooperate reasonably with both Consultant and the City so as to
cause the efficient and prompt preparation of the critical area study. The City agrees to make
available to the Consultant all relevant information in the City's files.
V. The scope of services contemplated by this agreement shall include preparation of a critical
area study which shall be delivered to the City on or before Md&v (4hh1toiw eli' mohtfiviWalel
VU Consultant shall prepare and deliver to the City up to 5 copies of the critical area study.
V11. Proponent shall, within ten (10) days of the signing of this agreement:
(a) Deposit with the City of Edmonds funds sufficient to pay for the cost of preparation of
the critical area study, but not less than subject to the
provisions of subparagraph (b) below;
Pup t of 4
NUU-22-2002 16:04 CITY OF EDMONDS 4257710221 P.08/10
0
(b) Agree to losbursement from time to time of funds on deposit in said account to pay for
Consultant services covered by the Agreement.
Vill. If the Proponent fails to deposit Ainds with the City as specified in Section VII of this
agreement within die required ten days, this agreement shall terminate.
IX. Consultant agrees to submit -invoices for services and costs to date on a monthly basis along
with a description of services rendered and a project progress report. The Consultant shall
submit the original invoice to the City and a copy to the Proponent. The City shall pay the
invoiced amount from the assigned account described in paragraph VII of this agreement
within thirty (30) days of receipt if the work covered by the invoice has been satisfactorily
completed.
X. In the event the City, in its sole opinion determines there is a need for changes in the scope of
work in Attachment "A," the City shall obtain from the Consultant an estimate of the total
added charges and shall seek the Proponent's written approval, which shall not be
unreasonably withheld. This Agreement shall then be amended to cover these changes, and
the funds deposited accordingly to cover the changed scope of work. Failure to obtain such
approval from the Proponent and to obtain an increase in the funds deposited to cover the
proposed changes at the time of amendment� shall be grounds for suspension of work until
agreement is reached,
XI. The parfies hereto agree that the critical area study and all supporting material therein
submitted by the Consultant in the course of performing services under this agreement shall
be, in the hands of the City of Edmonds, as public records and not subject to copyright.
Consultant further agrees to make research notes and any other work products produced in
performing this agreement available to the City for reproduction, upon completion of the
c 'tical area study, or sooner upon request by the City,
v.
X11. Unless otherwise specified within this Agreement, this proposal shall be governed by the laws
of the City of Edmonds and the State of Washington.
XIII. (a) The parties intend that an independent Consultant/City relationship will be created by
this Agreement. No agent, employee, or representative of the Consultant shall be
deemed to be an employee, agent, or representative of the City or Proponent for any
purpose. Employees of the Consultant are not entitled to any of the benefits the City
provides for City employees. The Consultant will be responsible for the acts of its
employees, agents, and subcontractors during the performance of 'this Agreement. The
Consultant further agrees to testify at any hearing concerning the project or the critical
area study only if requested to do so by the City, unless pursuant to court order.
(b) Consultant covenants and agrees to indemnify, defend and hold harmless the City, its
officers, agents and employees from and against any and all claims, actions, damages,
liability, cost and expense, including reasonable attorney's fees, in connection with or
occasioned, in whole or in part by any act or omission of Consultant, its officers,
agents, employees, customers, or licensees, or arising from or out of Consultant's
failure to comply with any provision of this Agreement, regardless of whether it is
alleged or proven that the acts or omissions of City, it officers, agents or employees
caused or contributed thereto. With respect to the performance of this Agrezrricnt, and
as to c1airns against City, its officers, agents and employees, the Consultantl expressly
waives its immunity under Title 51 of the Revised Code of Washington for I.,Vuries to
its employees and agrees that the obligation to indemnify, def!,%nd and hold harmless
provided for In this paragraph extends to any claim brought by or on behalf of any
employee of the Consultant. This waiver was mutually negotiated by the pan�'es. This
indemnity provision shall not apply in the event any acts or omissions -if the City were
Page 2 of 4
NOV-22-2002-16-05 CITY OF EDMONDS 425-1710221 P.09/10
the sole 9duse of any such damage or injury. To the extent any of the damages
referenced by this paragraph were caused by or resulted from the concurrent
negligence of the City, its a4ents or employees and the Consultant its officers, agents,
and employees, this obligation to indemnify, defend and hold harmless is valid and
enforceable only to the extent of the negligence of the Consultant� its officers, agents
and employees.
(c) In the performance of the services herein contemplated, the Consultant is an
independent contractor with the authority to control and direct the performance of the
details of the work, subject to applicable regulations. However, the results of the work
contemplated herein must meet the approval of the City, and shall be subject to the
City's general rights of inspection and review to secure the satisfactory completion
thereof, as required by ECDC Chapter 20.15.13.
XIV. Proponent agrees to indemnify, defend, and hold harmless the City from any and all claims for
breach of contract or other claim for damages brought by Consultant on account of any act or
failure to act by the Proponent to pay the sums due under the terms of this Agreement.
Xv. The Consultant shall not discriminate against any employee or applicant for employment
because of race, color, religion, sex, or national origin.
XV1. The City reserves the right to suspend or terrminate this agreement on ten (10) days written
notice to the Consultant and Proponent. If terminated or suspended, Consultant shall be
entitled.to receive reasonable compensation for services rendered to the date of termination or
suspension. The Consultant shall then invoice the City for all work performed in a
satisfactory mariner through the effective date of termination, and shall be paid by the City,
subject to the limitations on liability contained in Paragraph IX; provided- that if the
termination is due to the fault of the Consultant, no payment shall be due.
XVH. The Proponent reserves the right to suspend or terminate this Agreement on ten (10) days
written notice to the Consultant and City, and withdrawal of all related building, zoning,
subdivision, and/or shoreline permit applications' ' If terminated or suspended, Consultant
shall be entitled to receive reasonable compensation for services rendered to the date of
termination or suspension.
XVM. In the event that any legal action is necessary to enforce the terms of the Agreement the
prevailing party shall be entitled to recover from the other party a sum for reasonable
attorney's fees, including reasonable attorneys fees incurred prior to the filing of the action.
XDC. Consultant agrees to report to the City any situation that might involve a possible conflict of
interest in connection with the performance of the Agreement. The Consultant shall not have
a financial interest in the proposal other than fees due under this Agreement. The Consultant
will not perform any work or provide any services to any person in connection with or related
to the Proposal, except as provided in this Agreement. The Consultant has listed in
Attachment "B" all present contracts or work for the Proponent.
XX The Proponent agrees to provide the Consultant with a legal description of the project site,
reproducible site plan or plans, copies of any relevant site studies produced by other
consultants, and such other information as required by the Consultant. The proponent agrees
to cooperate reasonably with both the City and Consultant so as to facilitate the efficient and
prompt preparation of the critical area study.
XXI. This Agreement, including the Attachments hereto, represent the entire agreement and
underst=ding between the parties, and any negotiations, proposals, or agreements are
intended to be integrated herein and to be superseded by this written Agreement.
Page 3 of 4
NUV---&2-r2WWd 16-06 CiTY OF EDMONDS 4257710221 P.10/10
0 .10
EXECUTED by the parties hereto this AP - &I of
- L� —'AA
CITY OF EDMONDS:
CONSULTANT,
By zz__J_V/� By /Az,- Zw'-6�
GaryHaak 4n name; M Jillia *i ;M2 m
Mayor title: 6tftk*wt - We da wd
i
ATTEST/AUTHENTICATED:
By
Sandy Chase
City Clerk
FORM:
PROPONENT,
By
name: Bill or.Myma Trudeau
title:
PLANNING NLANAGER:
By By
V
W. Scott SnydJ Lb Chave. Manager
City Attorney Planning Division
Attachments: ::A" - Scope of Services
B" - Consultant/Proponent Contracts/Relationships
TOTAL F.10
11/25/2002 08:54 4253373045 WETLAND RESOURCES PAGE 02
ATTACHMENT A
wetlalldwome", INS
1/1 Oalinestion / Mitigailon ! Restoration / Habitat Creatior� / Permit Assistanco 9505 19th Avenue S.E.
Suite 106
Everett, Washington 98208
(425) 337-3174
Fax (425) 337-3045
November 25, 2002
City of Edmonds
Attn: Kathleen Taylor
1215"' Avenue No'rth
Edmonds, WA 98020
Re: Proposal for Wetland Delineation an,d Critical Areas Study— 18207 Homeview Drive
Weiland Resources, Inc. agrees to perfo.im a Weiland Delineation and prepare a Cricical Area Study for
the site located at 18207 Horneview Drive in the city of Edmonds. Washington, The site is located as part
of Section 17, Township 27N, Range 4E: W.M. %
Wetland Resources, Inc. charges $ 11 ObO per hour for a Principal Ecologist, $95.00 per hour for a
Senior Ecologist, $85.00 per hour for 'a Fisheries Biologist, and $75.00 per hour for an Associate
Ecologist. We estimate the total cost relaed to the above scope of services to be $1,200.00. We wi,11 not
exceed Ns estimate withOL11 informing you xs to why additional time is necessary and the projected costs
associated with the addicional time. This , proposal does not include miLl-ation planning and/or a biological
evaluation. If mitigation planning and/of: a biological evaluation are deemed necessary, another proposal
will be drafted.
We invoice monthly with payment due u,)oti receipt. We will supply you with a draft copy of the plan for
your review and comments along with �'-. Final invoice. Plans will not be finalized or signed until full
payment of any bakince due has been col'.ected. Interest will be charged on accounts thirty days past due
at the rate of 1.5cl'o per month for the unpaid balance. In the event this accouric is sent to collections, the
client will pay reasonable attorney fees and cost of collection, whether or not a lawsuit is commenced.
The work considered for this proposal:will conform to che prevailing standard of care employed by
wetland ecologists in western Washirietcri. No ocher representation or Wal-ranty is made conceming the
work or the report considered by this l5i-oposal and any i rnpl ied representation or warranty is disclaimed. ,
If you are in agreement with this proposal, please sign and return a copy by December 9, 2002. We wW
0
complete this project within cen days of:rccciving the notice to proceed from the City of Edmonds. We
look forward to working with YOLL Oil this project.
Wetland Resources, Inc.
Scott Brainard: —
Senior Wetland Eco
Agreed to:
City of Edmonds: zhzla
7
SB:wr
11/25/2002 08:54 4253373045 WETLAND RESOURCES
PAGE 03
Attachment B
WetlandResources, lhc. has not previoUsly performed work for Myrna Trudeau.
S3:
Senior Wetland Ecologist
Wetland Resources, Inc.
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ENGINC-45RING
250 4th Ave. South, Suite 200
Edmonds, WA 98020
Phone: 425.778.8500
Fax: 425.778.5536
To:
William Trudeau
P.O. Box 1773
Edmonds, WA 98020
STREET FILE
LETTER OF TRANSMITTAL
June 11, 2003 ob No. CG 03025.23
Date
Attention
Re:
Trudeau Residence
We am sending you Attached [—] Under separate cover via:
Shop Drawings Prints Calculations El Floppies
Copy of Letter Original Drawings
the following items:
0 specincations
Copies
Date
No.
Description
6/11/03
Sheet C1, C2, C3: General Notes, TESC, and Grading & Drainage Plan
6/11/03
Plan Review Corrections Response letter
6/11/03
Drainage Detentionkstem Worksheet
These are transmitted as checked below:
For approval No exception taken Resubmit copies for approval
For your use Make corrections noted Submit copies for distribution
As requested Revise and resubmit 0 Return corrected prints
For review and comment
Remarks
3 copies of the revised plan/documents will need to be resubmitted to a Development Services Coordinator.
I have included the plans with the corrections made from the city's comments.
� r--= = = N
The grading quantities are to be reviewed / approved in conjunction with SEPA. 14MO&I V 1V=1W
The driveway is to be paved from the existing edge of street to the property line. JUN 2 4 2003
Please return originals after copies are made. FERM9 C()1 INTFR
Thank you and if you should have any further questions, please call me at any time.
copy to file
Signed
fferdosum afamas now pb"nowl us stonm.
10000,
�Zll
Shawn M. Lynch, P5-�
0
0
---0- 4M
ENGINEERING
PI
�.South
.E&rwds,WA98020
--Ph4one:'425,778.8500
,.Fa)c'425.778.5536
June 11, 2003
Edmonds Development Service
121 5h Avenue North
Edmonds, WA 98020
RE: Trudeau Residence / 18207 Horneview Drive
Dear Ms. McConnell,
The following are the written responses to your comments relating to the
engineering design of the water and sewer, in your letter dated June 5, 2003.
During review of the subject submittal it was found that the following
information, corrections, or clarifications will need to be addressed:
1) Grading quantities to be reviewed lapproved in conjunction with SEPA.
o Owner aware of SEPA review and approval.
2) The tightlinefor thefooting drains on the west side of the house are to
be tied into the ou(fallpipe of the detention system, instead of outletting
to the open ditch.
e Footing drains tied into outfall pipe, see plan for correction.
3) The new impervious surface areafor this project has been calculated to
be over 5,000squarefeet. The information submitted with yourpermit
application indicates a total of 2,846 squarefeet.
The total new impervious surface area for this project has been
calculated to be 3,418 square feet. This impervious surface area
includes the house, patio, driveway, ramp in front of residence,
and path on southeast side of residence. This new calculated
impervious surface area is still under the 5,000 square feet, but the
detention pipe has been increased by four feet. A Drainage
Detention System Worksheet has been attached.
4) Show the location of the waterline on the site or utility plan.
* Waterline shown on plans.
5) Show the location of the sewerline on the site or utilityplan.
* Sewerline shown on plans.
6) Thedrivewa is to bepavedfrom the existing edge of the street to the
y
property line. The driveway can be concrete between theproperty line
and the house.
* Owner has been made aware of this requirement.
0 0
7) The open ditch is to he culvertedfrom the CB to the east of the driveway
to the quarry spall ouffialt The linealfootage ofpipe shown on the
plans (751,1 only brings thepipe to the west edge of the driveway. A
minimum of 2jeet of cover is requiredfor the section ofpipe under the
driveway. If this cannot be achieved, you will be required to use ductile
ironpipe.
51 lineal feet of ductile iron pipe is to be placed from the catch
basin to the quarry spall outfall. Cover over the pipe at the
driveway is approximately one foot.
8) Submit a traffic controlplan (TCP)for the utility work in the street and
the on site grading1hauling. A Traffic Control Requirements handout is
availablefor your reference at the Development Services Department.
You may adopt and apply one or more of the TCPs in the handout as it
pertains to yourproject,
e To be designed by others.
If you have any questions or need additional information, please feel free to contact me at any
time.
Sincerely,
CG Engineering
000,
Shawn M. Lynch, PE
Senior Civil Engineer
RECEIVED
J U L 112003
TRAFFIC CONTROL PLAN FOR #03-201 (TRUDEAU RESIDENCE) PERMIT COUNTER
18207 HOMEVIEW DRIVE, EDMONDS, WA 98020
The following includes two proposed Traffic Control Plans during the connection to the
City Sewer System where there might be a partial obstruction of one lane of Homeview
Drive. Option "A" will be applicable if the sewer connection is made in front of the
proposed residence as indicated on the enclosed diagram. If the sewer connection occurs
to the west side of the property around the curve as indicated by "B", then Option "B"
will be the appropriate Traffic Control Plan. Other than connection to the sewer system
there should not be any significant impact to traffic on Homeview Drive.
sTREET FILE
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for the meaning of the
symbols and/or letter �;%optionaQ
codes used in this figure.
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One Lane Two -Way Traffic Taper
30 m (100 it) MAXIMUM
"8 11
Typical Application 10
SccL 6EL01
er 4. . ..
Date:
To:
0
MEMORANDUJ
4 September, 2002
Pre-app file
From: Lyle Chrisman, Engineering Program Manager�W
Subject: Requirement to install asphalt walkway along property frontage —Lot
72 at 1820d St SW and Homeview Dr-.
Pursuant to ECDC 18.90.030, Table of Sidewalk Standards, RS-12 zoning, which this site is, does not
require sidewalks except as shown on the Comprehensive Sidewalk Plan. However, it is City policy that
sidewalks will be required on all streets over 300 feet in length and both of the abutting streets fall into that
category.
The situation at this proposed site does not meet any other criteria requiring construction of sidew as
set forth in the Sidewalk Construction Policy dated December 18, 2001.
The latest comprehensive Sidewalk Plan does not show a sidewalk planned for Hoineview Dr or 182 nd St
SW.
According to the Sidewalk Construction Policy, effective January 1, 2002, sidewalks will not be required as
a condition of approval if "The City Engineer, with the approval of 'the Planning Manager, determines that
in accordance with ECDC 18.90.030.13, special circumstances exist related to topography or other factors
makin construction of sidewalks economically unfeasible or practically impossible".
The City Engineer, upon making a site visit, has determined the topographic challenges of the site make the
construction of sidewalks not only impractical, but also economically unfeasible. Due to the close
proximity of a steep embankment along Horneview drive (approximately 7 feet from the pavement edge),
and closer at the curve; and an 8'- 10' deep ditch along 182d St SW, construction of a sidewalk in this
location would require some extensive retaining walls.
This project site does not meet any other requirements constituting the construction of sidewalks, nor does it
meet the criteria for payment in -lieu of construction. Therefore, it is not considered economically feasible
to require the developer to install walkways along any of the property frontage, when no other criteria
require sidewalks in this location and especially when there are not other sidewalks in the vicinity nor
planned for this location.
DECISION: Staff has concluded that sidewalks will not be required as a condition for development of the
subject
ADNaQ K. Gebert, City Engineer Rob Chave, Planning Manager
V:Uetters%A5v-Mmnt-bia5c.D0C
9
0
.1.0 C. I 89M
CITY OF EDMONDS
121 STH AVENUE NORTH - EOMONDS, WA 98020 - (425) 771-0220. FAX (425) 771-0221
DEVELOPMENT SERVICES DEP;
Planning - Building a Engineerin,
POst-it' Fax Noto 7671
1 17, 7_1 I 1 —7-— 1 . , Mom
December 18,2001
0
SIDEWALK CONSTRUCTION POLICY
GARY HAAKENSCIN
. MAYOR
I-OZ21
-0217-4
Edmonds Community Dcvcic)Pment Code (ECDC) Chapter 18.90 establishes requirements for
sidewalks to be constructed as a condition of development approval. It has been a long-standing
policy of the City of Edmonds to allow payment Of a monetary contribution to a City general
sidewalk construction fund in -lieu of constructing the required sidewalks when it is' determined
by City staff that sidewalks are required but construction could be deferred and not done aithe
time of the development.
Pursuant to ECDC 18,00.040, this is to clarify the City policy on cOnstrUction of sidewalks as a
condition of development approval and the City Policy On Payment -in -lieu of construction. The
policy as sUted herein will be effective january 1, 2002 for all PrOjects (subdivisions, short plats,
buildings, etc.) for which a complete application is submitted on or a&r january 1, 2002.
Sidewalks reguired: Tlie City En&cer will dct=Tn'ne whether sidewalks am required as a
condition of approval for development projects. If any one or combination of the following
criteria is applicable to the project sidewalks will be reg.Pired as a condition of approval:
• Sidewalks are required by ECDC 18-90.030
• Any sidewalks presently exist widlin 1000 fed Of the Proposed develop...t poj,.,t
on the street(s) on which the project fronb.
The latest version of the City Walkway Plan indicates sidewalks/walkways required
on the street where the project is located.
The latest version of the City Bikeway Plan indicates a designated or proposed
designated bikeway on the street where the pwject is located.
The project is in close proximity (within 1000 feet) and on a stred leading to
facilities such as parks, schools, churches, showing/commercial establishrnents, etc.
that will result in pedestrian trafric.
Sidewalks are required to Provide disabled access to public facilities.
Sidewalks not mguired: Sidewalks will not be required as a condition of approval if.
The City Engineer makes an afrkmative determination that none of the above criteria
apply to the prcject� and that sidewalks am not required and will not be required for
the foreseeable future, or
Incorporated August 11, 1890
Sister Citv - Hekinan. Jawn
Td WcJ00:Z0 Z00Z �LO *6"U OG�_S-Z-0--SZ17: *ON XUA ON1823NION3-SaNOW3 JO A110: Wod.:i
i Z, , . , . 9 0
The City Engineer, with the approval of the Planning Manager, determines that, in
accordance with ECDC 18-90-030.13, special circumstances exist related to
topography or other factors making construction of sidewalks economically
unfeasible or practicafly impossible.
When determined by the City Engineer that sidewalks will not be required, iiefther construction
of sidewalks nor payment -in -lieu of construction will be required as a condition of approvW.
PayMent in -lieu of construction: When the Cit . Y Engineer determines that sidewalks am required
as a condition of approval, Pay7nent-in-lieu Of construction will be allowed only i
0 The City's latest six.yew Capital Improvement program (CM includes a
specifically identified City project for sidewaIks at the location of the development
Project, and
a The City Engineer determines that it will be in the best interest of the City to
construct sidewalks at the development project location as part of and'concun-endy
with the City's identified capital project
When payment -in -lieu of construction is approved by the City, the amount of payment wit! be
based upon a validated engincer,s estimate of construction cost submitted by the develo W', and
verified by the City Engineer. City staff shall Yet* the estimate by comparing it against' recent
capital project cost history for sidewalk construction and/or other industry standard const�uction
cost estimating guides. The estimate shall include the cost of sidewalks, curbs and gutteis,
additional pavement, retaining structures, storm "nage, utility I
unctional sidewalks along the full street frontag*s) of the
may be required to construct fully 11 re Ocations and other work that
development.
If payment -in -lieu of constmctiOn is approved by the City Engineer, the developw "I be
required to design and show on the civil drawings all required impmvements necessary to
construct the fully functional sidewalks, and submit the drawings to the City for approval.
Requ - ired improvements must include but am not limited to curbs, guftm, sidewalks, additional
pavemerit, retaining structures, stortn drainage, utility relocations, etc. as applicable.
NOEL F. MELLER, P.E.
Public Works Director
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Open trench in shoulder
of ROW for approx 70 ft.
bore roadway surface
for approx IS ft. and
bore driveway for 15 ft.,
and carson
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NORTH NOT TO
SCALE
Comcast of Washington, LLC
1525 75thStreet SW
Suite 200
Everett, WA 98203
Contact: Kermit Benson 425-263-5362
North Drop
Node:
18207 Horneview Drive - City of Edmonds
Work Details
Open trench in shoulder of ROW for approx 70 feet, bore roadway surface approx. 15 feet (m/1), bore driveway surface approx
15 feet (m/1) and set carson to extend and bury CATV service drop to 118207 Homeview Drive. Install cable at 36" depth.
All disturbed areas will be restored to existing or better conditions.
Backfill material will be mechanically compacted to 95% of maximum density as specified by the City of Edmonds. In tight
corridors hand trenching will be utilized to ensure protection of other utilities. Contractor must locate all existing utilities
impacted by this project.
Please see attached plans for restoration, erosion control and traffic control. Erosion control will consist of placing filter fabric
fence and/or sandbags along curbs and catch basins where necessary. Keep drainage system clean and functioning. Remove
all debris from the work site. Streets and roads will be cleaned both during and after installation of work.
STANDARD DRAINAGE DETENTION SYSTEM
WORKSHEET
OWNM CAM BY: T_051�
&DDPXM 2-Q, _AQx 1-7-73 PHONE: J4 r—S J7 -M Z5 -m a
C___z!�A0tk%S_ wA, q"RC�Z6 -DATE: - 0 (a /)-165 -1
*****DESIGN DATA*****.
IMPERVIOUS AREA PIPE DIA PIPE LG ORIFICE
WrCMTTOM_PIPE LEMT14 MING LID
.CTYPICAL)
rINISHED G!�� I
r4L MINIMUM
LT---________j -r ';rATu`6kP44&'6 OF
C c
.3% TO 12 SLOPE If— 01 luo
Mx 'n R,20
OuTLET
OUTLET CONTROL
UPPER CATCH BASIN ORIFICE
CONTROL CATCH BASIN
SYSTEM CROSS SECTION
21X2'X6'.DEEP, 4-6* SPALLS OR EQUAL
FROM CONTROL CD n 3' DEEP. 3/4' CRUSWD R=
FROM CONTROL
11
70UTF—LOW TREN% XW 1cr Ldw.
L5. C PIPE TO LEVEL
ERr PIPE W1 04D CAP$
P1
R §MTSMA
PLL L
LXff
V�Wj I
NPPAP OUTUT W SKI) Ain F=
RUNOFF SPREADER. TRENCH
F0077NG DRAINS SHAU NOT -BE CONNEUED 70 DETENTION SYSTEM
N027.S.-
1. Call Engineering Division MI -MO) for a tightline and detention System inspection' A CCA tj aeLL-
before backfiLLing and for final inspections. APPROVED BY
2. Responsibility for operation and maintenance of drainage system on private property is the
rtsponsibility of the property owner. Mat;=W accumulated in the. storage pipe must be flushed
out and removed from the catch basins to allow proper operation. I'he outlet control orifice DATE
must be kept open at all tin=. t
F-M
Table I - Detention Pipe Sizes
Impermeable Required Pipe Diameter
I
Area Sq. Ft Vol Cu Ft 150 180 24. 300
2000
so
40
28
16 10
2500
62
so
36
20 13
3000
75
60
42
24 15
3500
87
70
-49
- -i8-'—1 8
4000
100
so
56
32 21
4500
112
90
63
36 23
5000
125
100
70
.40 25
Note: Allowable Pipe Materials:
Impermeable
Area Sq. Ft
Required pipe
,length in feet
Reinforced Concrete
Aluminized Steel
Aluminum
CMP Asphalt Coated
N - 12 ADS (Not permitted on roads)
Table 2 - Outlet Orifice Sizes
Cutlet Orifice Diameter (inches)
2000.
5/8
2500
.5/8
3000
3/4
3500
3/4%'
4000
7/8
4500
7/8
5000
7/8
Detention
pipe diameter
< 189
18* to 24*
240 to 360
366 to 422
Table 3 - Rectangular Catch Basin Requirements
Max. size Catch Basin
knockout Type
20' Type 1, CB, 15
262 Typ
AIL, CB-L4-
364 fjpe 11, C13 19 19 (480 Basin)
42" Type 11, C13 19 19 (54' Basin)
*Source: Assoc. Sand & Gravel Co. Standards
5
Revised 3/16/95
Ask
Permit No:
City of Edmonds,
RIGHT-OF-WAY CONSTRUCTION PERMIT Issue Date: 5-�
A. Address or Vicinity of Construction:
B. Type of Work (be specific
C;419"m V :5 C'f-'v I (-Q— ff f
C. Contractor: cec!�gn&54MOA�
MailingAddress:
45,
_03
State License #:
Contact: ke. *`^ 1?)e-4q S,
Phone:
Liability Insurance: Bond: $
City Business License #:
D. Building Permit # (i� applicable): Side Sewer Permit # (if applicable):
E. F] Commercial Subdivision F City Project KEUC (PUD, VERIZON, PSE, COMCAST, OVWSD)
Multi-17=4 r1�21 Single family( F Other I -------
'A
INSPECTOR: I Vz- 0 AWY-1-1 / T-111 VVH
F. PAVEMENT CUT: YES F1 NO SIZE OF CUT x
CONCRETE CUT: El YES El NO
G. Mail Approved Permit C>& Call for Pickup
APPLICANT TO READ AND SIGN
INDEMNITY: Applicant understands by hislher signature to this:. application helshe holds the City of Edmonds harmless from
i . nj . uri . es, damages or claims of any kind or description whatsoever, f&eseen or unforeseen, that may be made against the City of
Edmonds or any of its departments or emplo�keS, including but not limit�d to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgranting this permit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEESVILL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BYCITI'FORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THEAPPLICANT.
* Traffic control and public safety shall be in accordance with City regulations as required by the City Engineer. Every
flagger must be trained as required by (WAC) 296-155-305 and must have certification verifying completion*of the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall -be patched with asphalt or City -
approved material prior to the end of the workday — NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit applicatioif:'
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
J HA VE READ THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THA T I MUST MAKE THE PINK COPY OF THE PERMIT A VAILABLE ON SITE A T ALL TIMES FOR INSPECTIONS
f sit
Signature:_J�� Date:
ontractor or Agent)
lic
REQUIRED INSPECTIONS:
'fe
Call 425-771-0220, Ext. 1326for a 247hour voice-reomweal-inspection request line.
FINAL APPROVAL OF PERMITTED WORK: DATE:
Inspe7or's Signature
I
-$W
a
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
CADocurnents and SettingsTurtis\My Documents\Fonns\Engnmg\ROWpermit_.doc Revised 10/01/03
Permit No:
City of Edmonds �'4
RIGHT-OF-WAY CONSTRUCTION'PERMIT Issue Date: L
A. Address or Vicinity of Construction:
B. Type of Work (be spec.ific):
C. Contractor:'41i'041 a��V(716m I'fhh Contact: JA
Mailing Address:= Phone:
StateLicense#: T) Liability Insurance: V17'5 Bond:$
f,
D. Building Permit #-(if applicable):_ZC)(J'�)5,ZG Side Sewer Permit # (if applicable):
E. F-1 Commercial F1 SubkiVision 01
City Pr'ject EUC (PUD, VERIZON, PSE, AT& T,,OVWD)
r-1 Multi -Family Single Family Other
INSPECTOR: 6ilLey-w-y IWCotjilv-u�
F. PAVEMENT CUT: El YES El NO, G. SIZE Of CUT X
CONCRETE CUT: YES No
Al'I'LICAN'r TO IZEAI) ANI) SIGN
INDEMNITY. Applicant understands by his/her signature to this application halshe holds the City of Edmonds harmless from
i . nj . uri . es, damages or claims of any kind or description whatsoever, foreseen or unforeseen, -that may be made against the Cil� of,
Edmonds or any of its departments or employees, including but not limited to the defense of any legal proceedings including defense
costs and attorneyfees by reason ofgrqnting this permit.
THE CONTk4CT0R IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWfNG THE FINAL
INSPECTION AND A . CCEPTANCE OF THE WORK. ESTIMATED RESTORATION FEES W!LL BE HELD UNTIL THE FINAL STREET PATCH IS
COMPLETED BY CITYFORCES, AT WHICH TIMEA DEBITOR CREDIT WILL BE PROCESSED FOR ISSUANCE TO THEAPPLICANT.
* Traffic control and public safety shall be in accordance with City, regulations as required by the City Engineer. Every
flagger must be trained as requited by (WAC) 296455-305 and must have certification verifying comp letion of: the
required training in their possession.
* Restoration is to be in accordance with City codes. All street -cut trench work shall be patched with asphalt or City -
approved, material prior to the end of the workday — NO EXCEPTIONS.
* Three sets of construction drawings of proposed work are required with the permit application.
CALL DIAL -A -DIG (1-800-424-5555) PRIOR TO BEGINNING WORK
IHAVEREAD THE ABOVE STATEMENTS AND UNDERSTAND THE PERMIT REQUIREMENTS AND ACKNOWLEDGE
THATIMUSTM)NI THEPINKCOPYff THE PERMITA VAILABLE ON SITE A TALL TIMES FOR INSPECTIONS
N
or
2716p,
Date:
UPON COMPLETION OF PERMITTEDWORK, AN : ENGINEERING FINXIC
INSPECTION IS REQUIRED. PER.CHAPTER.18.00 OF THE EDMONDS
COMMUNITY DEVELOPMENT CODIR.,� fP0220 Ext 1326)
FINAL APPROVAL OF PERMITTED WOR DATE:
��ector's Signature
For inspection requirements see Engineering Inspection Information hand6dt'",:��
NO WOIZK SHALL IIEGIN NUOIZ TO I'EIZMIT ISSUANCE
DAMy Documents\Forms\Engrtmg\ROWpermit_.doc
0.
N
Depth, Cleaning,, Containment,
Compaction, and Restoration
Tt
Depth
36-inch minimum
Compatible w/
other utilities
10
Shoring required
at 4-ft-+—
Pavement Cuts
T-cut 1 -ft wider
than trench
Neat -line saw -cut
or jack hammered
edge
. .:c
M__P
1* All trench backfill shall be mechanically
compacted to 95 percent of maximum density
using 1-ft loose lifts with whacker or 2-ft loose
lift with a hoe pack.
If proper compaction cannot be achieved with the
native material, new import material is required at
the 95 percent rate.
As an alternative, CDF can be used in a design
mixture approved by the Engineer.
Ccomcast
CLEANING: All Streets and roads are required to
be cleaned and swept both during and after the
installation work.
* Mechanical Vacuum is preferred -method
CONTAINMENT: All un-restored shoulders or
material storage areas are required to be contained
with reflective barricades.
f ir "RY4
�l 1�
All distiirbed areas shall be restored to
existing or better conditions
Trench parallel to road:
Shoulder - Match existing surface conditions
Pavement - 6 1/2 inches of crushed surfacing material
and asphalt co.ncrete Class B at 2- inches minimum or
same thickness if greater..
Trench across road (immediate cold mix patch):
Asphalt - Permanent hot mix patch at same thickness
or 2-inches and sealed within 30 days.
Concrete - saw cut and pored with mastic joints, eight -
sack mix, either type II of III cement, within 30 days.
0
0
0
i
tomcast
0
PROJECT'S TIMELINE AND PROPOSED HOURS OF OPERATION:
• Timeline - Up to 30-days past the issue date.
• Work Hours -The entire project area will be conducted from 7:00 AM to 17_�rPIM or
as specified by the Inspector. 141(K
Traffic Control Plans
1. The standards and guides of the latest version of the MUTCD or as set-up per
Code shall be followed at all times.
2. A copy of the Permit and Traff ic Control Plan shall be on -site with all
contractors during the project.
3. All contractors will avoid parking on sidewalks and shoulders and will take the
lane and follow the proper traff ic control set-up for the given situation.
4. Pedestrian access shall be maintained through or detoured around all work
sites.
5. Please find attached the traffic control plans for the various types of work
sites that will be encountered during our project.
6. Flaggers will be used only when all other methods of traff ic control are
inadequate to warn and direct drivers. Only licensed flaggers will be used on
the project.
7. If situations occur when questions arise about proper traffic control set-up the
solution will be determined in the field with the Comcast Construction Rep.
and the Inspector.
rosion-E I'
If curb and gutters in project area:
Filter bags will be placed in catchbasins downstream of work site, and
Small check dams of pea gravel filled sandbags will placed within the
gutter upstream of the catchbasin.
Traffic control set-up for minor encroachment
Traffic control set-up for lane closure
40 A6,
If
. 40
FLAGGER STATION. 0
100,
oace
FLAGGER STATION
FOUND 4"
CONC MOP
COPPER T
DOWN 1.5'
(VISITED 1
F
SITE BENCHMARK
R11�87_43
1 7..78
1�79 �78
(ASSUMED EL V)
DITCH LOIE
TIE FODIK WAN KM WALL PFEN
41' PC
IN 1.1.
MR-M
lHTOF-WAY CONST
AND INSPECTION
. ;00
;y
A
*36 ly. =\�
0 is WL
WfILK FOR
FWW WAIS -
m I 0=
@irwa-1,
rFamw
ffbws
9 man
Ir cam
MAXIMUM DRIVEWAY SLOPE
ALLOWED 14%
I/ JL%, III I/, ivyAwrlir, zi mmin, I'Villil. 't LIU, VY.M. GRAINNG QUM1171ES
4
EXCAVATION (CUT) 1,130 CU. YARDS
5,3 EMBANK YARDS
32' Zpc="'a �f!;Tly&s
SSWAr ftPPPDVftt,.
17
25.00
4f
25.00
�,,,FK W�,R'R
10.00
ro PC
'T �llms
RRM DFAUIT rownix
CMW ASAIMLY -
APPROX DWASW
311110 (0.7n Ilk WU -
WIT DD8NWXkTLK
.69. 10 DEWII�w Smai 3
n
foolm V
IM5 02
r
i 1: 171, ?
4w
I I , I I , i i I, � � �;! �� �! i f�' �,, 117.62
LOT SQUARE FOOTAGE = 17,137 SO. T
IMPERVIOUS SURFACES-
HOUSE/PATIO/kAMP=2036 So. FEET
DRIVEWAY=1120 SO. FEET
PATH ON SIDE OF HOUSE=262 SO. FEET
-TOTAL IMPERVIOUS AREA=3418 SO. FEET
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S.E. CORNER=l 10.08
NX CORNER=101.69
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LOT 72, HOMEVIEW ADD NO. 2. RECORDED IN VOLUME 16 OF PLATS, PAQE 3, RECORDS OF
SNOHOMISH COUNTY, WA5HlNqTON.
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(S) SANITARY 5EWER MANHOLE
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0 SET 1/2' X 24' BAR AND CAP (RBC) 5TAMPF-0 'A5PI 35975*
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NO. I REVISION
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(ALPHA 5UBDIV1510N PRO'5, INC.)
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LAND USE FACILITATORS
Tals.(42rp) 2152-ISS4
3301 RUCKER Avg, Everett, WA B9201
BY I CHECrED I DATE
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for 6-24-03
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BILL 101RUDIMEAU
LOT 72, HOMFIVIEW ADD NO. 2
RECORDED IN VOL. 16. Pq. 3
A PORTION OF THE NWI/4, NWI/4 I OF I
SEC. 17, T.27 N., R. 4 E., W.M.
5NOHOM15H COUNTY, WA5HINqTON A5PI#202127
NW 1/4, SECTION 17, TOWNSHIP 27 NORTH, RANGE 4 FAST) W.M.
left,
0 0 0 B L 0 L 0 T
OWNER/APPLICANT CONSULTANTS
WILLIAM TRUDEAU AROiTECT OVIL ENGINEER SOILS Dow
P.O. BOX 1773 ARCHITECTS NORTHWEST CG ENGINEERING ZIPPER ZEMAN ASSOCIATES, INC.
EDMONDS, WA 18915-142ND AVE. N.E. SUITE 100 250 4TH AVE. S., SUITE 200 GEOTECHNICAL AND ENVIRONMENTAL CONSULTING
WOODINVILLF, WA 98072 EDMONDS, WA 98020 18905 33RD AVE. WEST, SUITE 117
425.485.4900 FAX 425.487.6585 425.778.8500 FAX 778.5536 LYNNWOOD, WA 98036
CONTACT- SHAN LYNCH CONTACT: JOHN E. ZIPPER (425) 771-3304
LEGAL DESCRIPTION
HOMEVIEW ADD NO 2 BLK 000 D-00 - LOT 72
PARCEL NUMBER:
00477600007200
BENCHMARK
BENCHMARK: RIM ON SEWER MANHOLE
AT SOUTHWEST TURN OF HOMEVIEW DRIVE.
RIM=87.43
SHEET INDEX
C1.1 COVER SHEET & GENERAL NOTES
C2.1 TESC PLAN
C3.1 GRADING & DRAINAGE PLAN
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* PROJECT SITE
GDEM NOTES
EIMM CONROL, NOTES
DRAINAM NOTES
1. ALL MATERIALS MD WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER
1&30.050 DEVELOPMENT APPROVAL STMDARDS FOR EROSION AND
9. ESC MINIMUM REQUIREMENT - SEDIMENT TRAPPING. PRIOR TO LEAVING
1. ALL STORM SEWER PIPE SHALL CONFORM TO THE CITY OF EDMONDS STANDARDS.
CITY OF EDMONDS STANDARDS, THE FOLLOWING SPECIFICATIONS AND CODES,
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE
SEDIMENTATION CONTROL (ESC) PLAN.
THE SITE, STORM WATER RUNOFF SHALL PASS THROUGH A SEDIMENT
2. ALL PIPE SHALL BE PLACED ON STABLE EARTH, OR COMPACTED GRAVEL MATERIAL
AND ALL OTHER APPUCABLE LOCAL, MUNICIPAL, STATE, AND FEDERAL CODES,
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
POND OR SEDIMENT TRAP, OR OTHER APPROPRIATE BMPS. SEDIMENT
3. BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIPE-ARCii IN LAYERS
RULES MD REGULATIONS:
GRADING AND EROSION CONTROL REQUIREMENTS.
A. ESC MINIMUM REQUIREMENTS. ALL ACTIVITIES NECESSITATING A
PONDS MD TRAPS, PERIMETEIR DIKES, SEDIMENT BARRIERS, MD
NTH A LOOSE AVERAGE DEPTH OF 6". MAXIMUM DEPTH 8% THOROUGHLY TAMPING EACH LAYER.
-1997 UNIFORM BUILDING CODE
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY
CLEARING OR GRADING PERMIT MD ALL UTILITY PROJECTS CONSISTING
OTHER BMPS INTENDED TO TRAP SEDIMENT ON -SITE SHALL BE
COMPACTED LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE
-2002 WSDOT/APWA STMIDARD SPECIFICATIONS FOR ROAD, BRIDGE AND
SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR
OF MORE THAN 500 LINEAL FEET OF TRENCH EXCAVATION SHALL BE
CONSTRUCTED AS A FIRST STEP IN.GRADING. THESE BMPS SHALL BE
SIDE OF THE TRENCH. (REFER TO WSDOT STANDARD SPECIFICATION 7-04.X3) AND STANDARD
MUNICIPAL CONSTRUCTION
-WASfiINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT
APPROVAL
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECL BOTH EXPORT
REQUIRED TO CONTROL EROSION AND SEDIMENT DURING CONSTRUCTION
AND TO PERMANENTLY STABILIZE EXPOSED SOIL RESULTING FROM
FUNCTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE.
EARTHEN STRUCTURES, SUCH AS DAM� DIKES, AND DWSIONS SHALL
SPECIFICATION 2-03.3(14)C, METHOD 9 & C.
4. BACKFILL MATERIAL UNDER PAVEMENT (PUBLIC OR PRIVATE) SHALL BE COMPACTED TO 95X
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
2. STMDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER
AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
23. SLOPE OF FINISHED GRADE SHALL HE CONSTANT BETWEEN FINISHED
CONSTRUCTION. PROJECTS INVOLVING A CRITICAL AREA MAY ALSO BE
REQUIRED TO COMPLY WITH ANY COMBINATION OF THE ESC MINIMUM
BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE.
10. ESC MINIMUM REQUIREMENT - CUT MD FILL SLOPES. CUT AND FILL
USE REASONABLE CARE IN HANDLING AND INSTALLATION.
5. ALL DRAINAGE PIPE COUPLINGS, FITTINGS, ADAPTERS & APPURTENANCES
TO WSDOT STMDARD PLMS FOR ROAD, BRIDGE MD MUNICIPAL CONSTRUCTION.
CONTOURS OR SPOT ELEVATIONS SHOWN.
24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5%
REQUIREMENTS. COMPLIMCE WILL BE DEMONSTRATED THROUGH THE
SLOPES SHALL BE DESIGNED AND CONSTRUCTED IN A MANNER THAT
SHALL BE SPECIFICALLY DESIGNED FOR THE INSTALLED PIPE AND SHALL BE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER
SLOPE FOR A MINIMUM DISIMCE OF 10 FEET.
IMPLEMENTATION OF AN APPROVED ESC PLAN. GUIDEDNES FOR
WILL MINIMIZE EROSION. IN ADDITION, a-OPES'-SHALL BE STABILIZED IN
INSTALLED PER MANUFACTURER'S RECOMMENDATIONS.
CONSTRUC11ON IS IN PROGRESS.
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN
PREPARING ESC PLANS ARE PROVIDED IN THE MANUAL THE PLAN
MUST ADDRESS THE FOLLOWING REQUIREMENTS:
ACCORDMCE WITH ESC REQUIREMENTNO. Z
11. ESC MINIMUM REQUIREMENT— tONTROLLING OFF -SITE EROSION.
1. ALL CATCH BASINS SHALL BE TYPE 1 UNLESS OTHERWISE NOTED.
RECORD AND THE LOCAL GOVERNING AUTHORITY.
SHORING MD BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING
PROPERTIES AND WATER WAYS DOWNSTREAM FROM DEVELOPMENT SITES
2. ALL CATCH BASINS NTH A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS
BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE
'SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE
TYPE 11 CB OR LARGER (MMHOLE).
ON A SET OF *AS-BUILI* DRAWINGS MD SHALL SUMMARIZE ALL AS -BUILT
PROPOSED IMPROVEMENTS MD EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING
EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF .
CONSTRUCTION VEHICLE ACCESS SHALL BE, WHENEVER PRACTICAL,
VOLUME, VELOCITY, MD PEAK, FLOW R&TE OF STORM WATER RUNOFF
3. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MMHOLE, INLET, MD CATCH
CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE
SHORING MD BRACING, AS REQUIRED.
LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED WITH
FROM THE PROJECT SITE
BASIN FRAMES MD GRATES JUST PRIOR TO POURING OF CURBS AND PAVING.
OMER PRIOR TO PROJECT COMPLETION AND ACCEPTMICE.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
26. CONTRACTOR SHALL NOTIFY THE CITY,017-EWNDS 72 HRS IN:ADVMCE, TO.:.
COORDINATE ALL WATER SERVICE INTERRUPTIONS, HYDRANT SAUiOFFS. STREET CLOSURES
QUMRY.SP'ALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF
SEDIMENT ONTO -PUBLIC ROADS. IF SEDIMENT IS TRMSPbRfED ONTO A
12. ESC � MINIMUM REQUIREMENT--.: STABILIZATION OF TEMPORARY
CONVEYANCE _,CHANNELS MD; OUJIM ALL-JEMPORARY, ON -SITE
'AND
4. ALL CATCH BASIN GRATES SHALL BE SET TO,PAVEMENT LEVEL
5., ALL TYPE 11 CATCH BASIN- MMHOLESj`INLELAND` dATCH BASINS SHALL HAVE LOCKING LIDS.'
7. THE LOCA TIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON
HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM
WILL NOT BE ALLOWED. STEEL PLATES SHALL BE USED IF NECESSARY. CONTRACTOR
ROAD SURFACE. THE ROADS SHALL BE CLEMED THOROUGHLY AT THE
END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM ROADS BY
CONVEYANCE CHANNELS SHALUBE DESIGNED, CONSTRUCTED
STABILIZED TO PREVENT EROSION FROM THE EXPECTED VELOCITY OF
6. STMDARD LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS MD MANHOLES
EXCEEDING 5 FEET IN DEPTH.
AVAILABLE RECORDS MD SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY
SHALL NOT RELOCATE OR ELIMINATE MY HYDRMTS NTHOUT FIRST OBTAINING
WRITTEN APPROVAL FROM THE FIRE MARSHAL
SHOVELING OR SWEEPING MD BE TRANSPORTED TO A CONTROLLED
FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY STORM FOR THE
7. CATCH BASIN GRATES IN CITY RIGHT-OF-WAY SHALL BE SET TO FINISHED GRADE, NOT
MD NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE
CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY
27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY
SEDIMENT DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL
BE ALLOWED ONLY AFTER SEDIMENT IS REMOVED IN THIS MANNER.
DEVELOPED CONDITION. STABILIZATION ADEQUATE TO PREVENT EROSION
OF OUTLETS, ADJACENT. STREAM BANK� SLOPES AND DOWNSTREAM
BELOW PER CITY OF EDMONDS STMDARDS AND SHALL BE LOCKING VMED GRATES.
LOCATIONS SHOWN MD TO FURTHER DISCOVER MD PROTECT MY OTHER
RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND
2. ESC MINIMUM REQUIREMENT - STABILJZATION OF EXPOSED AREAS. ALL
REACHES SHALL BE PROVIDED AT THE OUTLETS OF ALL CONVEYANCE
UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION
APPROPRIATE UTILITY COMPMIES. CONNECTIONS TO EXISTING UTILITIES SHALL
SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED
SYSTEMS.
OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE MD
BE MADE ONLY WITH THE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING
BY SUITABLE APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO,
13. ESC MINIMUM REQUIREMENT - STORM DRAIN INLET PROTECTION. ALL
06F=10 SEQUEINCE
CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS
SAID UTILITIES AND NTH 72 HOURS ADVANCE NOTICE.
SOD, HYDROSEEDING, OR OTHER VEGETATION, PLASTIC COVERING, OR
STORM DRAIN INLETS. MADE OPERABLE DURING CONSTRUCTION SHALL
1. SCHEDULE PRECONSTRUCTION MEETING, CALL ENGINEERING
BEFORE TRENCHING FOR NEW UTILITIES. CG ENGINEERING ASSUMES NO
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO
MULCHING. ALL BMPS SHALL BE SEI-ECTED, DESIGNED, AND MAINTAINED
BE PROTECTED SO THAT STORM WATER RUNOFF SHALL NOT ENTER
INSPECTION LINE AT (425) 771-0220 EXT. 1326 TO SCHEDULE.
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING
CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE MD
IN ACCORDANCE WITH THE MANUAL THE EXPOSED SOILS�SHALL BE
THE CONVEYANCE SYSTEM WITHOUT FIRST BEING nLTERED OR
2. FLAG LIMITS OF CLEARING.
UTILITIES MD SITE FEATURES PRESENTED ON THESE DRAWINGS.
INSPECTED MD ACCEPTED BY OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
STABILIZED ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO
OTHERWISE TREATED TO REMOVE SEDIMENT.
14. ESC REQUIREMENT - REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY
3. INSTALL CONSTRUCTION ENTRANCE.
8. CONTRACTOR SHALL LOCATE MD PROTECT ALL UTILITIES DURING
CONSTRUCTION MD SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION. WHERE NO
DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD
SOILS SHALL REMAIN EXPOSED FOR MORE THAN TWO DAYS FROM
OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS
EROSION AND SEDIMENT CONTROL BMPS SHALL BE REMOVED WITHIN 30
4. INSTALL FILTER FABRIC FENCE.
5. REVIEW ESC CHECKLIST.
SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
ADJUSTMENTS SHALL BE APPROVED BY OYMER'S REPRESENTATIVE.
FROM MAY 1 THROUGH SEPTEMBER 30).
DAYS AFTER FINAL SITE STABILIZATION IS ACHIEVED OR AFTER THE
TEMPORARY BMPS ARE NO LONGER NEIDED. TRAPPED SEDIMENT SHALL
6. HAVE EROSION CONTROL MEASURE INSPECTED BY CITY
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE
30. WERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6* OR LESS,
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES.
BE REMOVED OR STABILIZED ON SITE. DISTURBED SOIL AREAS
OF EDMONDS ENGINEERING DEPARTMENT. ALL TEMPORARY
PROJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY ONER'S
PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT
RESULTING FROM REMOVAL SHALL BE PERMANENTLY STABILIZED.
SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE
REPRESENTATIVE OF ANY DISCREPANCIES.
31. SEE MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE
DEPOSITION BY APPROPRIATE USE OF VEGETATIVE BUFFER STRIPS,
15. EROSION AND SEDIMENT CONTROL REQUIREMENT - DEWATERING
AND INSPECTED PRIOR TO MY CONSTRUCTION OR SITE CLEARING.
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO
UTILITIES WITHIN THE BUILDING.
SEDIMENT BARRIERS OR FILTERS� DIKES OR MULCHING, OR BY A
CONSTRUCTION SITES. DEWATERING SYSTEMS SHALL DISCHARGE INTO A
7. DEMOLISH EXISTING STRUCTURES.
FIELD CONDITIONS.
32. SEE O-ECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL
COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMP&
SEDIMENT TRAP OR SEDIMENT POND.
& CLEAR, GRADE MD ROUGH GRADE RENAINDER OF SITE.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT
WORK.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE. ALL EROSION AND
16. EROSION AND SEDIMENT CONTROL REQUIREMENT - CONTROL OF
REVEGETATE DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE
(WERE APPLICABLE) MD SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE
33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION
SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED MD
POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION SITES. ALL
DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING,
CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT
SYSTEM.
MAINTAINED BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF
POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING
9. INSTALL SITE IMPROVEMENTS.
COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORI
12. STRUCTURAL FILL MATERJAL MD PLACEMENT SHALL CONFORM TO THE
34. THE CONTRACTOR SHALL CONNECT WATER AND SEWER SERVICES IN
ACCORDMCE WITH CITY OF EDMONDS STMDARD AGREEMENT.
THEIR INTENDED FUNCTION. ALL MAINTENANCE MD REPAIR SHALL BE
CONDUCTED IN ACCORDANCE WITH THE MANUAL
CONSTRUCTION SHALL BE HMDLED'MI) DISPOSED OF IN A MANNER
10. STABILIZE AND REVEGETATE ENTIRE SITE
11. REMOVE EROSION CONTROL FEATURES MD ESTABUSfi
RECOMMENDA11ONS OF THE PROJECT GEOTECHNICAL REPORT.
35. THE CONTRACTOR SHALL REMOVE ALL TREES AND STUMPS IN THE
5. ESC MINIMUM REQUIREMENT - OTHER BMPS. AS REQUIRED BY THE
THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER.
17. EROSION AND SEDIMENT CONTROL FEQUIREMENT - FINMCIAL
LANDSCAPING AND PERMANENT VEGETATION ONLY AFTER
13. MMHOLES, CATCH BASINS, UTILITIES MD PAVEMENT SHALL BEAR ON
CITY PJGHT-OF-WAY IN CONJUNTION WITH THE ROAD WIDENING.
CITY, OTHER APPROPRIATE BMPS TO MITIGATE THE EFFECTS OF
LIABILITY. PERFORMANCE BONDING, OR DTHER APPROPRIATE FINANCIAL
SITE HAS BEEN COMPLETELY STABILIZED.
MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL
INCREASED RUNOFF SHALL BE APPLIED.
INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE
IF SOIL IS DISTURBED, SOFT LOOSE, WET OR IF ORGMIC MATERIAL IS
6. EROSION AND SEDIMENT CONTROL REQUIREMENT - UNDERGROUND
COMPLIANCE WITH THE APPROVED EROSON AND SEDIMENT CONTROL
PRESENT AT SUBGRADE ELEVATION, REMOVE MD REPLACE NTH COMPACTED
UTILITY CONSTRUCTION. THE CONSTRUCTION OF UNDERGROUND UTILITY
PLAN. [ORD. 3013 1, 19951
STRUCTURAL FILL PER GEOTECHNICAL REPORT.
LINES SHALL SPECIFICALLY ADDRESS THE FOLLOWING:
14. SEE SURVEY MD ARCHITECTURAL DRAWINGS FOR DIMENSIONS MD LOCATIONS
A. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS;
OF BUILDINGS, LANDSCAPED AREAS MD OTHER PROPOSED OR EXISTING SITE
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH
FEATURES.
SAFETY MD SPACE CONSIDERATIONS SliALL BE PLACED ON THE
15. N/A
UPHILL SIDE OF TRENCHES;
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED MD IN
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT
OPERATION PRIOR TO INSTALLATION OF MY PAVEMENT UNLESS OTHERWISE
TRAPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS);
APPROVED BY THE ENGINEER.
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO
17. ALL ROOF DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL
HAULING;
BE CONNECTED TO THE STORM DRAINAGE SYSTEM.
E. DAILY CLEANUP AND STREET MAINTENANCE
1& CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR
7. ADDITIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS,
INSTALLA11ON OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
ALL NEW DEVELOPMENT AND REDEVELOPMENT THAT INCLUDES LAND
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE
DISTURBING ACTIVITIES OF GREATER THM, OR EQUAL TO, ONE ACRE
SHALL BE RETURNED TO THE EQUIVALENT OF THOR PRECONSTRUCTION CONDITION
IN ADDITION TO MEETING THE MINIMUM REQUIREMENTS SET FORTH
IN ACCORDANCE NTH APPROPRIATE REQUIREMENTS AND STMDARDS.
ABOVE SHALL COMPLY NTH ESC REQUIREMENTS LISTED BELOW.
8. ESC MINIMUM REQUIREMENT - DELINEATE CLEARING AND EASEMENT
LIMITS. IN THE FIELD, MARK CLEARING LIMITS MD/OR ANY EASEMENTS,
SETBACKS� SENSMVE/CPJTICAL AREAS MD THE BUFFERS, TREES MD
DRAINAGE COURSES.
ITHESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANCE. DO NOT USE FOR CONSTRUCTION OR BIDDING PURPOSES WITHOUT
SIGNED AGENCY APPROVAL STAMP. CALL
BEFORE YOU DIG 1-800-424-555511
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5,3 - �32 P
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CONCRETE DRIVEWAY
TEMPORARY EROSION & SILTATION CONTROL PLAN iwm mmmm
SCALE 1- = 1T- -99
10 0 5 10 20
ITHESE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO C
& DO NOT USE FOR CONSTRUCTION OR BII]DIN
FILTER FABRIC MATERIAL
MIRAR 10OX OR EQUIVALENT
6' MAK
BURY BOTTOM OF FILTER
MATERIAL IN 8*xl2* TRENCH
7—R FABRIC FENCE
: N.T.S.
CULVERT IF REQUIRED
NOTES:
1. CONTRACTOR SHALL MAINTAIN AND CLEAN
TEMPORARY CONSTRUCTION ENTRANCE ON A
REGULAR BASIS.
2. PROVIDE ADDITIONAL QUARRY SPALLS
AS DIRECTED BY THE CITY.
3. LOCATE CONSTRUCTION ENTRANCE AT THE
PERMANENT ENTRANCE FOR THE PROPOSED
DEVELOPMENT.
4. A GEOTWLE SEPARATION LAYER MUST
BE INSTALLED BETWEEN THE QUARRY SPALLS
AND THE UNDERLYING SOILS.
0
oA-1
1-1100
2'xexl4 GAUGE WELDED
WIRE FABRIC OR EQUAL
PORARY CONSTRUCTION I
:_': N. T. S.
OWNER/CONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DAMAGE
4*-6" QUARRY
SPALLS
APPROVED 13Y ENGINEERING
J-Ae
—6�
Date: -7 0 L'o 3
PURPOSES WITHOUT SIGNED AGENCY APPROV
CE
FILTER FABRIC MATERIAL
WIRE MESH SUPPORT FENCE
FOR SLIT FILM FABRICS
BACKFILL AND
COMPACTED
NEWLY GRADED OR
DISTURBED SIDE SLOPE
PROVIDE 3/e-1.5'
WASHED GRAVEL BACKALL
IN POCH AND ON BOTH
SIDES OF FILTER FENCE
FABRIC ON THE SURFACE
STEEL POSTS 6' OFF CENTER
MIN.
PROVIDE FULL WIDTH OF
INGRESS/EGRESS AREA
STAMP. CALL BEFORE YOU DIG 1-800-424-5555.
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RIM=87.43
IE=79.78
(ASSUMED ELEV)--7
TIE FOOTING DRAIN INTO OUTALL PIPE_',�
6* M
18 LF.
SLOPE = 3%
4"—Ir �JARRY\`%
SpXL;
RIGHT-OF-WAY CONSTRUCTION Pf
AND INSPECTION REQUIRED
it IxP & "
\,",jL 6' PVC OUTLET
IRT.=X-71_0
71E IN70 DL
12' OLVERT
PER DETAIL
INvv 1/9-1 311UHUIN I/, IUMN)W ZI INUNIH, NANUL 4 LA�11 W.M. GRADING QUANTITIES
X, 32
EXCAVATION (CUT) 1,130 CU. YARDS
EMBANKMENT (FILL) 10 CU. YARDS
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APPROX. DOWNSPOUT
LOCATION (TYP.)
10169 ROOF DOWNSPOUTTIGI'TIINI
TO DETENTIOI� SYSTEM
02 FOOTING DRAIN
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WAS METER (� �LOCATE WATER
MM INVR"
OLWC-
102
"1-110.08
±46 L 4"PVC
0 1% Mk SLOPE
nGHTLINE\FQR
F001ING DRAINS
GRADING & DRAINAGE PLAN
SCALE: 1 10'
10 0 5
SE PLANS HAVE BEEN PREPARED FOR AGENCY REVIEW AND ARE SUBJECT TO CHANGE. DO NOT USE FOR CONSTRUCTIC
0
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31 W HEIGHT
SEMWAL BLOCK RETANWG WALL
DESIGN PER MANWACTWS RECM#MA7M
WATER & SEWER
INSPECTIONS RLQ'D.
CALL 425-771-0220 EXT. 1326
6*0 PVC —\
OUTLET
IE=93.50 W
6*0 CMP FLOW
CONTROL ASSEMBLY
3/4-0 (0.75') DIA. ORJFICE
nj DETENTION
SCALE: 1' _= 2'
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GENERAL NOTES
LOT SQUARE FOOTAGE = 17,137 SQ. FEET
IMPERVIOUS SURFACES:
HOUSE/PATIO/RAMP=2036 SQ. FEET
DRIVEWAY=1120 SQ. FEET
PATH ON SIDE OF HOUSE=262 SQ. FEET
TOTAL IMPERVIOUS AREA=3418 SQ. FEET
13
BUILDING HEIGHT
N.E. CORNER=117.62
S.E. CORNER=110.08
N.W. CORNER=101.69
S.W. CORNER=1 06.26
AVG. BUILDING HEIGHT=108.91
MAX. BUILDING PEAK=133.91
ACTUAL BUILDING PEAK=132.70
2O"x2e METAL FRAME AND GRATE FOR CATCH BASIN
24* ROUND METAL FRAME AND GRATE (W/ 'DRAIN' ON IT)
±28 LF.
RIM=97.50
4. V. 244 MIN.
IF
24m DIA. IF
INLET
I' MIN.
_A1
6" STUB FOR
ROOF DRAIN
Ell
.0.5% IL
V=93.64
DETENTO SMW SIM
REQUIRED STORAGE = 85 C.F.
PROVIDED STORAGE = 87 C.F.
REQUIRED ORIFICE 3/4-0
riPE 11 48m CATCH BASIN 112
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ACCEPTABLE TIGHTLINE z
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MATERIAL �_q
SDR 35 F-
SCH 40
N 12
F,1 0 HANCOR Ld
GEOTECH 801
OR EQUAL
4" DIA PERFORATED PVC PIPE
WITH 6m OF 1" MINUS GRAVEL
ALL AROUND, WRAPPED IN FINISHED GRADE
NON -WOVEN GEOTEHLE FABRIC,
SLOPE TO DRAIN 1/8* : f-0'
MIN. TURN DOWN PERFORATIONS
I.E.=±92.9
...... ...... . . . . . . 4w DOWNSPOUT TIGHTLINE
APPROVED AS NOTED
BY ENGINE RING TO DETENTION SYSTEM
-7t101#3
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Date: 00
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LINE OF MAY. EXCAVATION. FOOTING
IF SOIL IS OVEREXCAVATED,
REPLACE NTH LEAN MIX
CONCRETE.
FOOTING DRAIN
SCALE: N.T.S
AGENCY APPROVAL STAMP
.VERT
r?5cj�D
RECErm,'�,r7,D
JUN 2
PERMIT COUi-,%� TILR
ALL BEFORE YOU DIG 1-800-424-5555.
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JOB
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DATEj
04/25/03
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RIM=07 43
IE=79.7�
(A55UMED cu�-V)
FOUND 4" DIA
CONC MON W1
COPPER TACK
DOWN 1.5'
(VISITED 10-03-02)
1[1=03.76
RIM=90-44
Ir-=92.42.
RIM=94.64
HOMEVIEW ADD NO. 2
VO L. 16, P G. 3
FOUND 1/2* RBC
1.3'5 X 0.2'W
CONCRETE D IVEWAY
71
CB
RIM=95-37
lr-=91.67(N)
If-=91-07(W)
lr-=92-77(5)
FOUND 4' DIA
CONC MON W1
IN COPPER TACr
(a DOWN 3.7'
(VI51TF-D 10-03-02)
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DATUM
A55UMED
BASIS Op BrEARlso
FOUND CENTERLINE MONUMENT5 5ET FOR PLAT OF HOMEVIEW ADD NO. 2, A5 5HOWN.
LOT 72, HOMF-VIF-W ADD NO. 2, RECORDED IN VOLUME 16 OF PLAT5, PACE 3, RECORD5 OF
5NOHOM15H COUNTY, WA5HINQ4TON.
(S) 5ANITARY 5f-WER MANHOLE
n CATCH BA51N
wv
M WATER VALVE
F-P EOqE OF PAVEMENT
0 5F-T 1/2' X 24" BAR AND CAP (RBC) 5TAMPED "A5PI 35975'
0 FOUND IRON PIPE OR REBAR (VI5ITf-D 11-09-02)
FOUND MONUMENT
(ozol ti-wwwt
APPROVED BY PLANNING
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DATE: 40 -Z+-02�