21915 78TH PL W.PDF111111111111
6722
21915 78TH PL W
ADDRESS: -7g
TAX ACCOUNT/PARCEL #:
BUILDING PERMIT (NEW STRUCTURE) #:
COVENANTS (RECORDED) FOR:
a
CRITICAL AREAS #: DETERMINATION: Ej Conditional Waiver Study Required El Waiver
CRITICAL AREAS #: DETERMINATION: Conditional Waiver Study Required Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit #'s):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE:
LOT: TBLOCK:
SIDE SEWER AS BUILT DATED:
SIDE SEWER PERMIT(S) #:
GEOTECH REPORT DATED:
STREET USEIENCROACHMENT PERMIT #:
FOR:
WATER METER TAP CARD DATED:
OTHER:
L.-\TEMP\DST'sNForms\Jana's Street File Checklist 5-14-08.doc
0
PLANNING DATA
SINGLE FAMILY RESIDENTIAL
STREET FILE
Name:
1�e Ayva,_�- .---
Date:
Site Address: ?J1 79'p/
Plan Check -77
Project Description:
Reduced Site Plan Provided: (0/ NO)
Zoning: W
Map Page:
Corner Lot: (YES /0) Flag Lot: (YES
Critical Areas Determination ff: �7 nWKF),x)q,
Study Required
116"aiver
SEPA Deten-nination:
9&-Exempt
El Needed (for over 500 cubic yards of grading)
0 Fee 0 Checklist 0 APO List with notarized form
Reqtiired tbacks
Street:
Side-
;V -7, '5- 1-5---
Side:
-.7- S_
e r:
(r
ActualSetback5
Street:
Side:
S
Side:
AL_
Rear:
Alkkk,
E] Detached Structures:
El Rockeries: L;0W
El Fences/Trellises:
Bay Windo /Projecting Modul,ption:
9-Stairs/Dec1w:sPJ('D /VL/0-5 S-ch6,,�4 A0
I AMIding HeIght
Datum Point: &- CL
Da W tion:
Maximum Height Allowed k , "04&ALu
1-6
al H e 'ig h t:
r
Parking Required:
4. WIP
Parking WNed: _2�
Lot Area: 3 1 go#&
, rum Lot Coverage: 35% Proposed: �0
Lot Coverage. Calculations: h.0 U r"I C'e f, 0 rA0,
ADU Created: (YES 19
Subdivision: —0 -?_3 Aare—b rt (ou
Legal Nonconforming Land Use Determination Issued: (YES
comment-5
C, 393-�3
Plan Review By: Aj��� ((
IV
Nanning Data Form G4 - i I -06.doc
MO
City, of Edmo.Jnds
Development S�rvices.Department
Plamiin
g Division
Phone: 425.77 1.0110
Fax: 425.771.0221
T'he Critical Areas Checklist contained on this-fiormis to
be filled out, by 'any person preparing a Development
Perm I it Application for, the City * of IMmonds', prior to
,his/her subrni I tt I al. of I the application to the'City.
The purpose of the . Checklist is to . enable City staff to
determine.wh6ther,any potential Critical Areas are, or
May be,.pres'envon the.nibject property.,.The information
to complete'. 'the Checklist should be easily
available from observations of the site or data�availibl.e at
City, Hall (Critical 4'reias ifiventories... rn s 'or soil
-UP,
. survey's)o
Date I Received: 0.(o 1 -3 6 1:7VOO�o
city Receipt#: Ac—& 000 --_S I K
Critical Areas.File' M 6 i6-A - �_O-O 4, --00
Cri , tical Areas Checklist Fee: $135.00
Date.Mailed to Aoplfcant:
A property owner, or. his/her authorized representative,,
must'-Mi I out the checklist, sign and date it, and subinit,it
to the City., The, City willreview1he checklist, make a,
precursory sito -visit, and mike a determination pf the
�Subsequent, steps n,ecessary,to complete 'a development
permit application.
Please submit 4 vicinity map, along with the signed copy
of this form to"ass ist, City staff infinding tnd locating the,
=:piece 'of, property described on this- f.6rrn. 1n
the applicant. lshi.11. include :other pertinent.
on� (0-g,"Ote, plan,, topograohy.map, et.),w
t of the site.
In completing their preliminary as'sessmen
The'undeirsi d -and N s/her/i th si lication agrees
gne appliOntj ts heirsiand. assignsi in coh9iddration, on e proc6s' hg of.the app
to release, indemnify, Aefend and hold the City,,,qUEdmonds �ha 'any,and, all damages, including reasonable
attorney's fees, ariiing� trom any adtiohn,or ififtactio'n based� i part'upon false, 'misleadmig,.inacc.urate or
incomplete informationfiurnished by, the applicant, his/hedits. aizents.br employees.
BY my signature, I,-,,certify,that the:information herewith�:submitted are true and correct to the best of my,
know.ledge'and, that. I am authorized to file. thi Ii on -the behalf ofthe owner as, listed'below..
s appgqpop
SIGNATM. OF APPLICANTIAGENT
kroperty OwnWs-Autliorilzation
Byrny signaturej I certif� thatThave aut�o�z'ed'ihe.,'2iboVe�ApplicaTit/Agon�.to app d
ly'lor-tho'subject Ian use application,
-ty
and.grant,my permission for thb.publicofficials andAhd staff of the Citylof Edmofidsto enter the:tubject " ei, f9r1he
prop
pur . se of'i �spection and posting attendant: to,this. application.,
.po s in
SIGNATURE, OF PWW. �DATEI
PLEASE PRINT CLEARLY
Ownpir/Apollcsfit. ApplicantRepresentative.
Name Xatne.'
2J 6 1,1 -3 �Z-
_4 Ail,
'Street Address Strebt Additss
.14 .14
'13
st;at Zip
City State zip' Cit e
Tele' ho
,p ne: telephone.
-es
Email addit6s (optional): a,�-e tmail'Addi s..(optional),:
Ite laotmation (soils/Opogr4 hy/hydrology/ve ta
P
1 *0 1 -72 Z:Z,,o
1. SiteAddress/ Location: tion)
2- 0
2. Property TAxActount,Number�, Jif 004to
3— Ap rqximafi� Site Size, (acres or sq 'S
�,p parefeet)'.,,
-4. is this site currently developed?,Iyes; no.
If h d elopecP 01 Lid -to, n�, "'S
yes; qw,145.. site:.,.ev. Z
5. Describe, the general site topography.Chetk all that apply.
flat: less than 54eet el
evation change over entire site..
Rolling: slopes. on site: generally less. than, 15% (a vertica I I ri . se of 104eet over a horizontal
distance of 66-feet).
JF411y: sl 9 pieseiitoxvslte�of
ope. mprelhan,15% and less. than 30% (a verticAl rise of 10-ka
Mier a horizontal distance of 33"'to' 6640et).
f9te of 'greater th vresent on,:site (a, vertical risel of 16-feet over,
ep: grades ahorizontal
distance of less1han 33-feet).
Oth6r.(please descrjbe):�
A' P th
wa L
.6. Site, contains areas of yearr-rouhd- 6tandin t ir: Pprox. �P
g;
;A rox. Depth:
Site: contains areas of 'seasonal standing water.
N
TV
Whats:,oasoo of
-the yeW
8. Site. is m- the f1oodwqy .0,�o )U, 0
6r course.
am ofawaw,
9., 8ite contains a creek or an, area where waterflows across the -grounds s Flows . are year-round?
Ct fw Flows are seasohilT 10075y, T—Whatlime �of year? &.,oT-
L
10. Site ispkimariiy:�.Toie.st.ed meadow shrubs' ml.�ed:
,urban landscaped.(�awn,.shr�tbs. etc)
11.. Obvious we.tland is present�on site:
4.
5.
:site withii, desi JV6,
gnated'earth6iibsidenceland�hdLi:hazaidarea '30;r-t
DETERMINATION
WAIVER
/5-1-0 9 0/ ?�- te-ge / �
PREPARED FOR
PHOENIX DEVELOPMENT, LLC
January 27, 2012
Revised January 31, 2012
12-
Raymond A. Coglas, -P.E.
Principal
GEOTECHNICAL ENGINEERING STUDY
STONEBRIDGE COURT
7723 AND 7807 — 220TH
STREET SOUTHWEST
E-DIVI NDS, Mkonli'm ION
11-�LAJWA pkottp-p
STFR-EE-01 FILE
ES-2295
Earth Solutions NW, LLC
1805-136 1h PI. Northeast, Bellevue, Washington 980052
Ph: 425-449-4704 Fax: 425-449-4711
Toll Free: 866-336-8710 RECEIVED
JAN 08 2013
0EVELOPMENT SERVICES
COUNTER
i�
January 27, 2012
Revised January 31, 2012
ES-2295
Phoenix Development, LLC
16108 Ash Way, Suite 201
Lynnwood, Washington 98087
Attention: Ms. Loree Quade
Dear Ms. Quade:
-Earth .
-1 561lultions:
NW11e
Earth Solutions NW LLC
• Geotechnical Engineering
• Construction Monitoring
• Environmental Sciences
Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical
Engineering Study, Stonebridge Court, 7723 and 7807 — 220 th Street Southwest, Edmonds,
Washington". Based on the results of the geotechnical investigation, the proposed residential
development is feasible from a geotechnical standpoint. Soils are comprised. largely of silty
sand with gravel (weathered and unweathered) till deposits. The proposed residential
structures can be supported on conventional foundations bearing on competent, native soils or
structural fill placed as part of the site grading activities. Recommendations for foundation
design, earthwork, and other pertinent geotechnical recommendations are provided in this
report. If you have any questions regarding the content of this geotechnical engineering study,
please call.
Sincerely,
SO TIONS NW, LLC
xX e"'
Raymond A. C glas, P.E.
Principal
1805 - -136th Place NU , Suite 201 1 BellevUe, VVA 98005 * (423) 449-4704 * FAX (425) 449-4711
TABLE OF CONTENTS
ES-2295
PAGE
INT�ODUCTION ............... — ....................................................... 1
General.................................... ................... ........... ...... 1
Proiect Description ..................... ;.. 1. 1. ... 1. 1 ... I'll., .... — I — I ... I I
Surface............ ................................................................ 2
Subsurface....................................................................... 2
Geologic Setting ....................................................... 2
Groundwater ...................................................................... 3
DISCUSSION AND RECOMMENDATIONS ................ ...................... 3
General............................................................................. 3
Site Preparation and Earthwork ............................................ 3
In -situ Soils .............................................................. 3
Structural Fill Placement ........ .................. ........... 4
Subgrade Preparation ........ ...................................... 5
Rockeries and Modular Block Walls ...................... —... 5
ErosionControl ........................................................ 5
Excavations and Slopes ................... I ................................. 5
Utility Trench Backfill ......................................................... 6
Detention Vault. ........................................................ 6
Pavement Sections ............................................................ 6
Foundations.... ......... .................................................. - .. 7
Slab -on -Grade Floors ......................................................... 8
RetainingWalls ...................... ........... ...... .................. 8
Drainage................................................ .......................... 9
Seismic Considerations ......................... ... .......................... 9
LIMITATIONS ............. ............. * ....... —, ......... *— 9
Additional Services ......... .................................................. 9
Earth Solutions NW, LLC
TABLE OF CONTENTS
Cont'd
ES-2295
GRAPHICS
PLATE I VICINITY MAP
PLATE 2 TEST PIT LOCATION PLAN
PLATE 3 FOOTING DRAIN DETAIL
APPENDICES
Appendix A Subsurface Exploration
� Test Pit Logs
Appendix B Laboratory Test Results
Grain Size Distribution
Earth Solutions NW, LLC
ill
GEOTECHNICAL ENGINEERING STUDY
STONEBRIDGE COURT
7723 AND 7807 — 220TH STREET SOUTHWEST
EDMONDS, WASHINGTON
ES-2295
INTRODUCTION
General
This geotechnical engineering study was prepared for the proposed Stonebridge Court
residential development. The approximate location of the subject property is illustrated on the
Vicinity Map (Plate 1). This study provides geotechnical recommendations for the proposed
site development. Test pit excavations and laboratory testing of soil samples were completed
to characterize subsurface conditions. The scope of services for completing this geotechnical
engineering study included the following:
0 Subsurface exploration and characterization of the soil and groundwater conditions.
An assessment of overall site conditions with respect to the proposed grading and
earthwork activities.
Preparation of this geotechnical engineering study with recommendations for
foundation design, earthwork, and other pertinent geotechnical recommendations, as
necessary.
The following documents were reviewed as part of preparing this geotechnical engineering
study:
0 Preliminary Site Plan and Topographic Survey prepared by LSA Engineers.
0 Geologic Map of the Edmonds Quadrangle, by Booth and Minard, 1992.
0 The NRCS soil survey online resource.
Project Description
Current development plans include construction a ten lot residential plat with associated
infrastructure improvements. The layout of the subject property with approximate existing
topography is illustrated on the Test Pit Location Plan (Plate 2). Grading activities will include
cuts. and fills to establish the planned building lots and access roadway alignments. Site
improvements will also include underground utility installations and construction of a stormwater
detention vault and related water quality facilities. Final grading plans were being developed at
the time of this study. However, we estimate cuts and fills to establish finish grades will be on
the order of two to six feet on average. Engineered rockeries or modular block walls may also
be utilized as part of the overall grading plan.
Earth Solutions NW, LLC
Phoeni)t'Development, LLC
January 27, 2012
Revised January 31, 2012
ES-2295
Page 2
The proposed residential structures will consist of relatively lightly loaded wood framing
supported on conventional foundations. We anticipate the majority of the residential structures
will incorporate crawl space and slab -on -grade garage floors. Based on our experience with
similar developments, we estimate wall loads on the order of 2 kips per lineal foot and slab -on -
grade loading of 150 pounds per square foot (psf). I
If the above design assumptions are incorrect or change, ESNW should be contacted to review
the recommendations in this report, and provide supplement recommendations, as appropriate.
Surface
The subject property is currently identified as 7723 and 7807 — 220th Street Southwest,
Edmonds, Washington. The total site area is on the order of 1.8 acres. The approximate limits
of the property are illustrated on the Test Pit Location Plan (Plate 2). The property was
previously dev6loped as two residential properties. At the time this study was prepared, the
residential structures and related access drives associated with the previous development
were present (these structures will be removed as part of the planned development).
Vegetation throughout the site is variable, with localized areas that are densely vegetated.
Topography is relatively flat to gently sloping. From our review and site observations, there
are no geologically hazardous areas present on the property. An existing drainage ditch does
cross a portion of the property. We understand permanent conveyance through the property
will be installed as part of the final design.
Subsurface
Four test pits were excavated at the site for purposes of assessing soil and groundwater
conditions. The approximate locations of the test sites are illustrated on the Test Pit Location
Plan (Plate 2). Please refer to the test pit logs provided in Appendix A for a more detailed
description of the subsurface conditions.
Topsoil and duff were encountered to depths of approximately ten to 12 inches throughout the
majority of the site. Soils are comprised of silty sand with gravel associated with weathered and
unweathered glacial deposits. The upper (weathered) soil deposits were generally in a wet
condition (associated with winter season rains) at the time of the subsurface investigation. Soil
relative density, however, was observed to generally increase with depth. Due to the history of
past development, localized areas of fill may also be present throughout the site.
Geologic Sefting
The geologic map of the area identifies glacial till (Qvt) deposits throughout the site and
surrounding areas. The Snohomish County soil survey (NRCS online resource) identifies
Alderwood series soils throughout the site. Based on the results of the subsurface
investigation, the soils observed at the test sites are generally consistent with the geologic map
and soil survey classifications.
Earth Solutions NW, LILC
Phoenik Development, LLC
January 27, 2012
Revised January 31, 2012
Groundwater
ES-2295
Page 3
Perched groundwater seepage was encountered at a depth of three feet at test pit location TP-
I (January, 2012). The groundwater seepage zone generally coincided with a contact between
the weathered and unweathered till deposits. Perched groundwater seepage conditions were
not observed at the remaining test pit locations. Where deep excavations are planned, or
where a contact between the weathered and unweathered till is encountered, zones of
groundwater seepage may be encountered. Groundwater seepage rates and elevations
fluctuate depending on many factors, including precipitation duration and intensity, the time of
year, and soil conditions.
DISCUSSION AND RECOMMENDATIONS
General
Based on the results of our study, the proposed residential development is feasible from a
geotechnical standpoint. The proposed residential structures can be supported on competent
native soil or structural fill placed as part of the site grading activities. Throughout the cut areas
of the site, we anticipate competent native soil suitable for support of foundations will generally
be exposed at the design subgrade elevations. Where fill areas are proposed, compaction of
the soils to structural fill specifications described later in this study will be necessary.
This study has been prepared for the exclusive use of Phoenix Development, LLC and their
representatives. No warranty, expressed or implied, is made. This study has been prepared in
a manner consistent with the level of care and skill ordinarily exercised by other members of the
profession currently practicing under similar conditions in this area.
Site Preparation and Earthwork
The primary geotechnical considerations during the proposed site preparation and earthwork
activities will involve the overall cut and fill activities, structural fill placement and compaction,
underground utility installations, and final building and pavement area subgrade preparation.
We anticipate the mass grading will utilize a balanced approach, with cut soils used as
structural fill elsewhere on -site.
In -situ Soils
From a geotechnical standpoint, the silty sand deposits encountered at the test sites are
generally suitable for use as structural fill. The moisture sensitivity of the silty sand deposits
can generally be characterized as moderate to high. Due to the moisture sensitive nature of the
silty sand soil, successful use of the soil will largely be dictated by the moisture content at the
time of placement and compaction.
Earth Solutions NVV, LLC
Phoenix, Development, LLC
January 27, 2012
Revised January 31, 2012
ES-2295
Page 4
If the on -site soils cannot be successfully compacted, the use of an imported soil may be
necessary. Imported soil intended for use as structural fill should consist of a well graded
granular soil with a maximum aggregate grain size of six inches, and a moisture content that is
at or near the optimum level. During wet weather conditions, imported soil intended for use as
structural fill should consist of a well graded granular soil with a fines content of 5 percent or
less defined as the percent passing the #200 sieve, based on the minus three-quarter inch
fraction.
Structural Fill Placement
In general, areas to receive structural fill should be sufficiently stripped of organic matter and
other deleterious material. The geotechnical engineer should observe cleared and stripped
areas of the site prior to structural fill placement.
Structural fill is defined as compacted soil placed in foundation, slab -on -grade, and roadway
areas. Fills placed to construct permanent slopes and throughout rockery, retaining wall, and
utility trench backfill areas are also considered structural fill. Soils placed in structural areas
should be compacted to a relative compaction of 90 percent, based on the maximum dry
density as determined by the Modified Proctor Method (ASTM D-1557-02) and placed in
maximum 12 inch lifts. In pavement areas, the upper 12 inches of the structural fill should be
compacted to a relative compaction of at least 95 percent.
Subgrade Preparation
Following site stripping and removal of the existing single family residences cuts and fills will be
completed to establish the proposed subgrade levels throughout the site. The geotechnical
engineer should observe the subgrade during the initial site preparation activities to confirm soil
conditions and to provide supplement recommendations for subgrade preparation, if necessary.
The process of removing the existing building structures may produce voids where the old
foundations are removed, and where basement or crawl space areas may have been present.
Thorough restoration of any voids from old foundation and basement areas must be completed
as part of the overall subgrade and building pad preparation activities. The following guidelines
for preparing the building subgrade areas should be incorporated into the final design:
Where voids and related demolition disturbances extend below the planned subgrade
level, restoration of these areas should be completed. Structural fill should be used to
restore voids or unstable areas resulting from the existing building removal,
Re -compact or overexcavate and replace areas of existing fill (if present) exposed at the
building subgrade elevation. The geotechnical engineer should confirm subgrade
conditions and the required level of re -compaction or overexcavation and replacement
during the site preparation activities. Overexcavations should extend to competent
(medium dense) native soils and replaced with structural fill.
The geotechnical engineer should confirm overall suitability of the prepared subgrade
areas following the site work activities.
Earth Solutions NK LLC
Phoenik Development, LLC
January 27, 2012
Revised January 31, 2012
Rockeries and Modular Block Walls
ES-2295
Page 5
Rockery or modular block wall construction may be necessary as part of the earthwork and
grading activities. Based on the soil conditions and our understanding of the proposed
earthwork, the use of rockeries or modular block walls is feasible from a geotechnical
standpoint. In general, the soils observed throughout the site exhibit good soil strength
characteristics, and are suitable for cut rockery construction. Where fills will be utilized, geogrid
reinforced fill will be necessary as part of rockery or modular block wall construction. A formal
design should be completed once the final wall alignments and proposed heights have been
established. The design should include approximate wall alignments, with top and bottom
elevations depicted. Supporting engineering calculations and construction details should also
be included as part of a rockery or modular block wall design.
Erosion Control
Temporary erosion control measures should include, at a minimum, silt fencing placed along
the downslope perimeter of the construction envelope, and a construction entrance consisting
of quarry spalls, as necessary, to minimize off -site soil tracking and to provide a firm surface.
Surface water should not be allowed to flow over any temporary or permanent slopes.
Interceptor drains or swales should be considered for controlling surface water flow patterns.
The geotechnical engineer should observe the erosion control measures, and provide
supplement recommendations for minimizing erosion during construction, as necessary.
Excavations and Slopes
The Federal and state Occupation Safety and Health Administration (OSHANVISHA) classifies
soils in terms of minimum safe slope inclinations. Based on the soil conditions encountered
during our fieldwork, the site soils would be classified by OSHAANISHA as Types B and C.
Temporary slopes over four feet in height in Types B and C soils should be sloped no steeper
than 1H:1V (Horizontal:Vertical) or 1.5HAV, respectively, The geotechnical engineer should
observe temporary and permanent slopes to confirm that the inclination is appropriate, and to
provide additional grading recommendations, as necessary. If temporary slopes cannot be
constructed in accordance with OSHAANISHA guidelines, temporary shoring may be
necessary.
Permanent slopes should maintain a gradient of 2HAV, or flatter, and should be planted with an
appropriate species of vegetation to enhance stability and to minimize erosion.
Earth Solutions NK LLC
Phoen i.,�, Development, LLC
January 27, 2012
Revised January 31, 2012
Utility Trench Backfill
ES-2295
Page 6
In our opinion, the soils observed at the test sites are generally suitable for support of utilities.
Excessively loose, organic, or otherwise unsuitable soils encountered in the trench excavations
should not be used for supporting utilities. In general, the on -site soils observed at the test sites
should be suitable for use as structural backfili in the utility trench excavations, provided the soil
is at or near the optimum moisture content at the time of placement and compaction. Moisture
conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility
trench backfill should be placed and compacted to the specifications of structural fill provided in
this report, or to the applicable specifications of the city or other applicable jurisdiction or
agency.
Detention Vault
Competent native soils, suitable for support of vault foundations are anticipated to be exposed
at the vault subgrade elevations. For design, the following geotechnical parameters should be
used:
o Allowable Soil Bearing Capacity
9 Active Earth Pressure (Yielding Wall)
* At -Rest Earth Pressure (Restrained Wall)
a Soil Unit Weight
s Active Earth Pressure Coefficient (Ka)
0 At -Rest Earth Pressure Coefficient (Ko)
5,000 psf (dense native)
35 pcf
50 pcf
125 pcf
0.28
0.40
The geotechnical engineer should observe the vault excavation to confirm soil and groundwater
conditions. As necessary, supplement geotechnical recommendations for foundation support
will be provided.
Pavement Sections
The performance of site pavements is largely related to the condition of the underlying
subgrade. To ensure adequate pavement performance, the subgrade should be in a firm and
unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in
pavement areas should be compacted to the specifications detailed in the "Site Preparation and
Earthwork" section of this report. It is possible that soft, wet, or otherwise unsuitable subgrade
areas may still exist after base grading activities. Areas containing unsuitable or yielding
subgrade conditions will require remedial measures such as overexcavation and thicker
crushed rock or structural fill sections prior to pavement.
Earth Solutions NW, LLC
Phoeni)e Development, LLC
January 27, 2012
Revised January 31, 2012
ES-2295
Page 7
For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic,
the following pavement sections can be considered for preliminary design purposes:
Two inches of asphalt concrete (AC) placed over four inches of crushed rock base
(CRB), or;
a Two inches of AC placed over three inches of asphalt treated base (ATB).
Main access drives and heavier truck -traffic areas generally require thicker pavement sections
depending on site usage, pavement life expectancy, and site traffic, ESNW can provide
appropriate pavement section design recommendations for truck traffic areas and City of
Edmonds right-of-way improvements, as necessary. Additionally, the City of Edmonds Road
Standards may supersede the recommendations provided in this report.
Foundations
Based on the results of our study, the proposed residential structures can be supported on
conventional spread and continuous footings bearing on competent native soil or structural fill.
We anticipate competent native soil suitable for support of foundations will generally be
exposed throughout the proposed cut areas of the site. Building pad fill areas should be
compacted to the specifications of structural fill previously described in this report. Where loose
or unsuitable soil conditions are encountered at foundation subgrade elevations, compaction of
the soils to the specifications of structuralfill, or overexcavation and replacement with structural
fill may be necessary.
For design the following parameters can be used for the foundation design:
9 Allowable soil bearing capacity 2,500 psf
* Passive Resistance 350 pcf
* Coefficient of Friction 0.40
The passive resistance value provided above assumes the foundations are backfilled with
structural fill. A facto r-of-safety of 1.5 has been applied to these passive resistance and friction
values.
For short term wind and seismic loading, a one-third increase in the allowable soil bearing
capacity can be assumed.
With structural loading as expected, total settlement in the range of one inch is anticipated, with
differential settlement of approximately one-half of an inch. The majority of the settlements
should occur during construction, as dead loads are applied.
Earth Solutions NW, LLC
Phoenik'Development, LLC
January 27, 2012
Revised January 31, 2012
Slab -On -Grade Floors
ES-2295
Page 8
Slab -on -grade floors for the residential structures should be supported on competent native soil
or structural fill. Unstable or yielding areas of the subgrade should be recompacted or
overexcavated and replaced with suitable structural fill prior to construction of the Slab. A
capillary break consisting of a minimum of four inches of free draining crushed rock or gravel
should be placed below the slab. The free draining material should have a fines content of 5
percent or less (percent passing the #200 sieve, based on the minus three-quarter inch
fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the
slab should be considered.
Retaining Walls
Site retaining walls should be designed to'resist earth pressures and any applicable surcharge
loads. For design, the following parameters can be assumed for retaining wall design:
* Active Earth Pressure (Yielding Wall)
e At -Rest Earth Pressure (Restrained Wall)
a Traffic Surcharge (Passenger Vehicles)
0 Passive Resistance
a Coefficient of Friction
e Allow. Soil Bearing Capacity
35 pef (equivalent fluid)
50 pcf
70 psf (rectangular distribution)
350 pcf (equivalent fluid)
0.40
2,500 psf
Additional surcharge loading from foundations, sloped backfill, or other loading should be
included in the retaining wall design, as appropriate. Drainage should be provided behind
retaining walls such that hydrostatic pressures do not develop. If drainage is not provided,
hydrostatic pressures should be included in the wall design, as appropriate. The geotechnical
engineer should review retaining wall designs to verify that appropriate earth pressure values
have been incorporated into design, and to provide additional recommendations, as necessary.
Retaining walls should be backfilled with free draining material that extends along the height of
the wall, and a distance of at least eighteen (18) inches behind the wall. The upper one foot of
the wall backfill can consist of a less permeable (surface seal) soil, if desired. A rigid,
perforated drain pipe should be placed along the base of the wall, and connected to an
appropriate discharge location. Where desired, the use of a sheet drain in lieu of free draining
backfill can be considered. However, the geotechnical engineer should review the proposed
use of sheet drain on a case by case basis, and provide supplement drainage
recommendations, as appropriate.
Earth Solutions NW, LLC
Phoen i)e'Deve lop ment, LLC
January 27, 2012
Revised January 31, 2012
Draina-ge
ES-2295
Page 9
Perched groundwater seepage was encountered at one test pit location (TP-1). In our opinion,
the presence of groundwater seepage should be expected within the deeper site excavations.
Where localized zones of groundwater seepage are encountered, temporary measures to
control groundwater seepage may be needed.
In our opinion, perimeter drains should be installed at or below the invert of the building footing
foundations. A typical footing drain detail is provided on Plate 3 of this report.
Seismic Considerations
The 2009 International Building Code specifies several soil profiles that are used as a basis for
seismic design of structures. Based on the soil conditions observed at the test sites, Site Class
C, from table 1613.5.2, should be used for design. In our opinion, liquefaction susceptibility at
this site is low. The medium dense to dense relative density of the site soils and the absence of
an established shallow groundwater table is the primary basis for this conclusion.
LIMITATIONS
The recommendations and conclusions provided in this geotechnicai engineering study are
professional opinions consistent with the level of care and skill that is typical of other members
in the profession currently practicing under similar conditions in this area. A warranty is not
expressed or implied. Variations in the soil and groundwater conditions observed at the test
sites may exist, and may not become evident until construction. ESNW should reevaluate the
conclusions in this geotechnical engineering study if variations are encountered.
Additional Services
ESNW should have an opportunity to review the final design with respect to the geotechnical
recommendations provided in this report. ESNW should also be retained to provide testing and
consultation services during construction.
Earth Solutions NW, LLC
Reference:
Snohomish County, Washington
Map 455
By The Thomas Guide,
Rand McNally
32nd Edition
Eartli h Solutioi
Solutionsw"10,
NWI-LC nical Engineering, Constr
L and Environmental Sc
Vicinity Map
Stonebridge Court
Edmonds, Washington
NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GILS Date 01/27/2012 Pr0j. No. 2295
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate. Checked RAC I Date Jan. 2012 Plate 1
390
394 392 388
7
v 7;'
jr\�
388
TP4�
17
-"7
394!�"
41
-6,
394 5
j, -
LEGEND
I TP'3
388
'3
TP 1
�----7 7;
3941�1'
V.
Approximate
Location of ESNW
Test Pit, Proj. No.
ES-2295,Jan.201
'91 Subject Site
392 L
Existing Building
J*- Proposed Building
.1 'J
390" TP-4� Footprint
'To 1
7 77 8
..... .....
P
J,
etentionvaui`
00
384r�
ce' 6,
tio
Open V §6crejati6n S a V �Peri'i n pace.
p
i88 386:
220TH STRIET S.W
NORTH
------------
0 30 60 120 1
Scale in Feet
NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illustrate the
approximate test locations relative to the approximate locations of
existing and / or proposed site features. The information illustrated
is largely based on data provided by the client at the time of our
study. ESNW cannot be responsible for subsequent design changes
or interpretation of the data by others. ,
Earth
S lu
ollutions
N W LLc
WLLC
Test Pit Location Plan
Stonebridge Court
Edmonds, Washington
NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GLS Date 01/27/2012IProj. No. 2295
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate. Checked RAC I Date Jan. 2012 1 Plate 2
Perforated Rigid Drain Pipe
(Surround with 1" Rock)
NOTES:
Do NOT tie roof downspouts
to Footing Drain.
Surface Seal to consist of
12" of less permeable, suitable
soil. Slope away from building.
LEGEND:
Surface Seal; native soil or
other low permeability material.
1" Drain Rock
n
SCHEMATIC ONLY - NOT TO SCALE
NOT A CONSTRUCTION DRAWING
AEartli
Solution
NW LLC
C
FOOTING DRAIN DETAIL
Stonebridge Court
Edmonds, Washington
Drwn. GLS
Date 01/27/20121
Proj. No.
2295
Checked RAC
I Date Jan. 2012
1 Plate
3 d
I IE V
APPENDIX A
SUBSURFACE EXPLORATION
ES-2295
The subsurface conditions at the site were explored by excavating four test pits at the
approximate locations illustrated on Plate 2 of this report. The test pit logs are provided in this
Appendix. The subsurface exploration was completed in January 2012. The final logs
represent the interpretations of the field logs and the results of laboratory analyses. The
stratification lines on the logs represent the approximate boundaries between soil types. in
actuality, the transitions may be more gradual.
Earth Solutions NW, LLC
. I 1� r
Earth Solutions NWLLC
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH
LETTER
GRAVEL
AND
CLEAN
GRAVELS
..So
a III
0
GW
WELL -GRADED GRAVELS, GRAVEL
SAND MIXTURES, LITTLE OR NO
FINES
6
GP
POORLY -GRADED GRAVELS,
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GRAVELLY
SOILS
(LITTLE OR NO FINES)
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
FRACTION
GRAVELS WITH
FINES
GM
S:LTY GRAVELS, GRAVEL - SAND -
S LT MIXTURES
GC
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
MORE THAN 50%
OF MATERIAL IS
SAND
AND
CLEAN SANDS
SW
WELL -GRADED SANDS. GRAVELLY
SANDS, LITTLE OR NO FINES
x
SP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
LARGER THAN
NO. 200 SIEVE
SIZE
SANDY
SOILS
(LrrnE OR NO FINES)
SANDS WITH
FINES
SM
SILTY SANDS, SAND - SILT
MIXTURES
MORE THAN 50%
OF COARSE
FRACTION
CLAYEY SANDS, SAND - CLAY
MIXTURES
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
I
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
FINE
GRAINED
SOILS
SILTS
LIQUID LIMIT
AND LESS THAN 50
CLAYS
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLAST CITY, GRAVELLY
CLAYS, SANDY ICLAYS, SILTY
CLAYS, LEAN CLAYS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
OF MATERIAL is
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN
SILTY SOILS
NO. 200 SIEVE
SIZE
SILTS LIQUID LIMIT
AND GREATER THAN 50
CLAYS
CH
INORGANIC CLAYS OF HIGH
PLASTICITY
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
"EAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate borderline soil classifications.
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
Earth olutions NW TEST PIT NUMBER TPA
1805 136th Place N,E., Suite 201 PAGE 1 OF 1
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT Phoenix Development PROJECT NAME -Stonebridge Court
PROJECT NUMBER 2295 PROJECT LOCATION Edmonds, WashiMton
DATESTARTED 1/13/12 COMPLETED 1/13/12 GROUNDELEVATION _100ft TESTPITSIZE
EXCAVATION CONTRACTOR GROUNDWATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY BTS CHECKED BY BTS AT END OF EXCAVATION — ------ ------
NOTES Depth of Topsoil& Sod 10"- 12": thick bramble bushes I -grass AFTER EXCAVATION
a.
.
0
EL
�w
LU
LU Ca
2
TESTS
U)
(j
X
a. 0
MATERIAL DESCRIPTION
W
_j
2 z
0
Brown Forest Duff TOPSOIL
TPSL
1.0 99.0
MC = 15.10%
Brown silty fine to medium SAND with gravel, loose to medium dense, moist to wet
Fines = 15.90%
(Native)
-becomes wet to saturated
MC 15.90%
-oxide layering, perched seepage
-increased silt
-becomes gray medium dense, moist (Till)
-increased sand content
7
-becomes dense to very dense
SM
-becomes very dense, cemented Till
10
MC = 12.50%
MC = 10.10%
12.0 - 88.0
Test pit terminated at 12.0 feet below existing grade. Groundwater seepage encountered
at 3.0 feet during excavation.
Bottom of test pit at 12.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-2
05 136th Place N.E., Suite 201 PAGE 1 OF I
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT Phoenix Development PROJECTNAME Stoneb6dgeCourt
PROJECT NUMBER 2295 PROJECT LOCATION Edmonds, Washington
DATE STARTED 1/13/12 COMPLETED 1/13/12 GROUNDELEVATION 100ft TEST PIT SIZE
EXCAVATION CONTRACTOR NW Excavating GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY BTS CHECKED BY _BTS AT END OF EXCAVATION
NOTES Depth of Topsoil& Sod 10" - 12": thick bramble bushes /grass AFTER EXCAVATION
W
W
X(q
a--
W
W CO
TESTS
(L 0
MATERIAL DESCRIPTION
2 z
Q
U)
Brown Forest Duff /TOPSOIL
I PSL,,
1'o 99.0
MC = 34.00%
Brown silty fine to medium SAND with gravel, loose to medium dense, wet (Native)
MC = 22.50%
-increased silt content
Fines = 35.10%
-oxide layers
-becomes gray silty sand with gravel, dense to medium dense, wet
SM
-becomes very dense
-cemented Till
-increased sand and small gravel 92.0
MC 8.10%
Test pit terminated at 8.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 8.0 feet.
Earth Solutions NW TEST PIT NUMBER TP-3
1805 136th Place N.E., Suite 201 PAGE I OF 1
Bellevue, Washington 98005
_100111111111w— I elephone: 425-284-3300
CLIENT Phoenix Develor)ment PROJECT NAME Stonebridge Court
PROJECT NUMBER 2295 PROJECT LOCATION Edmonds Yashinglon
DATE STARTED 1/13/12 COMPLETED 1/13/12 GROUNDELEVATION TESTPITSIZE
EXCAVATION CONTRACTOR NW Excavating GROUNDWATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGEDBY BTS__ CHECKED BY BTS AT END OF EXCAVATION
NOTES Depth of Topsoil& Sod 10" - 12": grass AFTER EXCAVATION
W
Q.
�w
LU
Uj
uj
W Co
_j
TESTS
Lj
C6
(L 6
MATERIAL DESCRIPTION
(L
M z
0
Light brown TOPSOIL Forest Duff
TPSL,,
MC 15.40%
103.0
Brown silty fine to medium SAND with gravel, loose to medium dense, wet (Native)
Sm
-oxide stained layers
MC 6.60%
MC 13.80%
-becomes gray, dense, moist
-increased sands and gravels
Fines 30,30%
-becomes very dense, cemented Till
MG 7.20%
.6.5
97.5
Test pit terminated at 6.5 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 6.5 feet.
z
CL
Earth Solutions NW TEST PIT NUMBER TP-4
1805 136th Place N.E., Suite 201 PAGE I OF 1
Bellevue, Washington 98005
Telephone: 425-284-3300
CLIENT Phoenix Development PROJECT NAME -Stonebddoe Court
PROJECT NUMBER 2295 PROJECT LOCATION Edmonds, Washington
DATE STARTED 1/13112 COMPLETED 1113/12 GROUND ELEVATION -104ft, TESTPITSIZE
EXCAVATION CONTRACTOR NW Excavating___..__. GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY BTS CHECKED BY BTS AT END OF EXCAVATION
NOTES Depth of Topsoil & Sod 6"- 8": grass and gravel AFTER EXCAVATION
uj
IL
.
()
�w
W
Q—
UJ M
TESTS
0-0
MATERIAL DESCRIPTION
W
-'2
(6
9 -j
a. =)
z
layer of 1 1/4" Minus Crushed Rock - Fill, medium dense, moist)
TPSL 6"- 8" layer of Forest Duff I TOPSOIL (Native)
MC = 15.70% 1.0
— A Brown silty'S—A'N'D with gravel, loose to medium dense, moist to wet
MC = 10.90% 1 SM I I I I -becomes gray, dense, moist (Unweathered Till)
-becomes very dense, cemented Till
MC = 12.20% -------- Test pit terminated at 8.0 feet below existing grade. No groundwater encountered
excavation.
Boftom of test pit at 8.0 feet.
i 'j6 -3-
APPENDIX B
LABORATORY TEST RESULTS
ES-2295
Earth Solutions NW, LLC
Earth Solutions NW GPAIN SIZE DISTRIBUTION
1805 - 136th Place N.E., Suite 201
Bellevue, WA 9B005
Telephone: 425-284-3300
Ntl7m' �11 j
CLIENT Phoenix Development PROJECT NAME Slonebridge Court
PROJECT NUMBER ES-2295 PROJECT LOCATION Edmonds
U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER
I
LU
M
z
LL
z
W
L)
W
W
(L
oil
GRAIN SIZE IN MILLIMETERS
—00 6 BLES
RAVEL
SAND
SILT OR CLAY
se I medium
Specimen
Identification
- Classification
LL
PL
PI
Cc
Cu
NO
TP-1 1.5ft.
Brown silty SAND with gravel, SM
0
TP-2 3.5ft.
Brown silty SAND, SM
A
TP-3 6.5ft.
Gray silty SAND with gravel, SM
Specimen
Identification
-61-00-
D60
D30
D10
%Gravel
%Sand
%Silt
%Clay
0
TP-1 1.5ft.
1 37.5
0.681
0.182
17.3
66.8
15.9
0
TP-2 3.6ft-
9
0.327
6.4
58.4
35.1
W . n,
TP-3 6.5ft.
37.5
0.54
16.6
53.0
30.3
0 '% "
REPORT DISTRIBUTION
ES-2295
EMAIL ONLY Phoenix Development, LLC
16108 Ash Way, Suite 201
Lynnwood, Washington 98087
Attention: Ms. Loree Quade
Earth Solutions NW, ILLC
February 11, 2013
ES-2295.01
Belton Homes, LLC
16108 Ash Way, Ste 201
Lynnwood, Washington 98087
Attention: Mr. Bill Keith
Subject: Geotechnical Plan Review
Storm and Utility
Lots 9 and 10
Stonebridge Court
Edmonds, Washington
Reference: City of Edmonds
.Plan Review Corrections
BLD20130019- BLD2013020
Dated January 25, 2013
Dear Mr. Keith:
Earth Solutions NW LLC
Geotechnical Engineering
Construction Monitoring
Environmental Sciences
FEB 112013
BUILDINO DEPARTMENT
OnY OF EDMMDS
In accordance with your request, Earth Solutions NW, LLC (ESNW) has reviewed the
referenced correction notice and drainage plan for Lots 9 and 10. The plan review comments
pertinent to the geotechnical aspects of the design are provided below, followed by our
response:
City of Edmonds (Comment 1) - Please provide a report from the geotechnical engineer of
record stating that this current plan has been reviewed and;
a. Footing drain drywell will be functional in existing conditions.
b. Yard drain will function collecting area surface water.
ESNW Response - ESNW has reviewed the plan for accommodating footing drain systems
with drywell facilities. Based on our review, the proposed drywell systems will be functional
given the existing site conditions. The proposed use of yard drains as planned will also be
functional, based on our review. The geatechnical engineer, however, should observe the
installation of these facilities to confirm conditions.
We trust this plan review letter meets your current needs. Should you require additional
information, or have questions, please
Sincerely,
EARTH SOLUTIONS NW, LLC
Raymond A. Coglas, P.E.
Principal
1805 - 136th Place N.E., Suite 201 a Bellevue, WA 9(�0ff5%PVNMM74764 - FAX (425) 449-4711
PLANNING DATA
SINGLE FAMILY RESIDENTIAL
I =STREET ��d .
Name:
Date:
SiteAddress: -2-(9 is-- 2f PZ 40
Plan Check ;?Qf 3-
Project Description:
Reduced Site Plan Provided: &S / NO)
Zoning Pg 1)
Map Page:
Corner Lot: (YES
Flag Lot: (YES 10
Critical Areas Determination ff:
El Study Required
CT -Waiver
SEPA Determination:
JR-Exempt
Needed (for over 500 cubic yards of grading)
0 Fee 0 Checklist 0 APO List with notarized form
Required tbacks
StretA_
IA/ 715— .
Side-
I �� ?. ')'-
de-
l? - _7_..5
R r:
1 ? /-S,
Actual Setbacks
Street:
-Z5-
Side:
1 _?.� ,
Side:
1 -7.
Rear:
El Detached Structures:
El Rockeries:
Fences[Frellises: Ao 9A
El Bay Windows/Proj ing Mo�ulation: (elcv
K-Stairs/Deck: /Tit, 5Zme,*6,qC*-P-�f 5CtC_16'?0.C,)Vo.(f
1,4v ok-
'Hetght
Datum Point: Vol t4 e— cur 6
Datum Elevation: 3 S�?&/r
Maximum Height Allowed: 7 r
Actual Height:
Other
Parking Required:
Parking Provided: Z -f-
Lot Area:
5—J-32- q!�
Maximum Lot Coverage: 35% Proposed: , f /0
Lot Coverage Calculations: AOL) �c
ADU Created: (YES
Subdivision: PR (0
Leg,al Nonconforming Land Use Determination Issued: (YES
I �,' 4.
�
K/T_ ('a K Comments
_J
69 �wj or f7
C 3P. 6-(
3 9 ki�- 3
Plan Review By:
Plan" Data Form 04-11-06AOC
OT, ED
A 0
CITY OF EDMONDS — ENGINEERING DIVISION
SPECIAL INSPECTION AND TESTING AGREEMENT
PERMIT# bld20130019 PATE: n at 1121
PROJECT SITE ADDRESS: 21915 78'h Place W.,
PROJECT NAME:— Belton Homes
SPECIAL INSPECTION AGENCY
*One form must be completed by each Special Inspection Agency or Inspector.
SPECIAL INSPECTIONS REQUIRED: Special inspections are required for this project, as
applicable, in accordanc6 with Title 18 Edmonds Community Development Code (ECDC). When
required, the project must be installed/constructed per approved plans and specifications. The owner or
the registered design professional in charge shall employ an independent testing/inspection agericy/special
inspector to perform required special inspections. The special inspector shall be a qualified person with,
com*petence for inspecting the specific type of construction or operation requiring special inspection.' The
owner, registered professional, contractor and special inspector/agency shall provide a special inspection.
report -detailing compliance with approved plans and specifications directly to the Engineering Division.
WORK REQURING SPECIAL INSPECTION: Special inspections will be required for the following
categories of work: FOR SPECIFIC INFORMATION REGARDING REQUIRED SPECIAL
INSPECTIONS SEE THE STATEMENT OF SPECIAL INSPECTION NOTED AS A CONDITION ON
THE BUILDING PERMIT AND/OR ON THE APPROVED PLANS.
Permeable Pavement (asphalt, concrete, paving blocks, "grass-crete" and others)
7 Rainizarden (Bioretention Cells)
X Erosion and Sediment Control
Fj Vegetated Roofs
X Drywell Construction
F
] Retaining Wall Drainage:
AS J "i
Oil- 15
BEFORE A PERNUT CAN BE ISSUED: The owner and contractor and special inspector shall
complete this agreement;ind return to a Permit Coordinator prior to permit issuance.
APPROVAL OF SPECIAL. INSPECTORS: Each special inspector shall be approved by the
Engineering Division prior to performing any duties or inspections. The credentials of the specific person
performing the inspection shall be submitted. When applicable, the company performing inspections
must be accredited by the American Association of State Highway and Transportation Officials
(AASHTO) R18.
A. Duties and Responsibilities of the Special Inspector
1. OBSERVE WORK
'C:\Users\terri\AppData\Loca]\Micro�oft\Windows\Temporary Intemet Files\Content.Outlook\OW4VJGC6\Speciallnsp
M20130019.doc Revised 06.06.2012
The special inspector shall'obs6rve the site work for conformance with the approved (stamped)
plans and specifications. Special inspections are to be performed as needed, to confirm that the
work being completed meets specifications and approved plans.
I REPORT NONCONFORMING ITEMS
The special inspector shall bring non -conforming items to the immediate attention of the
contractor and engineer of record. The special inspector shall provide a report to the Engineering
Division notifying of any , items not, resolved and/or not installed per the approved Plans and
specifications.
Items not constructed per the approved plans and specifications will result'in a review of the plans
to determine what requirements will be needed for the project to meet the necessary stohnwater
requirements; such as removal and reconstruction, re -design. of the stormw,ater inanagement
system(s), etc.
Final approval for the project will not occur until installation of all required improvements is
complete and accepted by the Special Inspector and the City.
3. FINAL CONSTRUCTION REPORT
The special inspec.tor,or inspection agency shall submit a final signed report or. Certificate of
Compliance to the City stating that all items requiring special inspection and testing were fulfilled
and reported. The report shall also include a statement from the inspector stating'to the best of
his/her knowledge the project is in conformance with the approved plans, specifications, and
approved plan revisions, if any. Items not in conformance, unresolved items or any discrepancies
in inspection coverage (i.e., missed inspections, periodic inspection when continuous inspections
were required, etc.) shall be, specifically addressed in this report.
: f
B. Contractor Responsibilities
1. NOTIFY THE SPECIAL INSPECTOR OF ALL REQUIRED SPECIAL INSPECTIONS
It is the duty of the contractor to notify the special inspector when work is ready for special
inspection. 1�ote, the items listed under the statement of special inspection on the building permit
and as noted on the approved plans and specifications are required to have special inspections.
Adequate notice shall be provided by the contractor so that the special insp-6ct6r has time to
become familiar with the project. All work requiring special inspection must be approved prior to
concealing or covering said work.
2. PROVIDE ACCESS TO APPROVED PLANS
The contractor is responsible for providing the special inspector access to approved plans at the
jobsite.
3. RETAIN SPECIAL INSPECTION RECORDS
The contractor is responsible to retain at the jobsite all special inspection records submitted by the
special inspector. These records are to be provided to the City Engineering inspector upon request
and upon completion of work.
C:\Users\terri\AppData\Loca]\Microsoft\Windows\Te.mporary Intemet Files\Content.Outlook\OW4VJGC6\Speciallnsp
b1d20130019.doc Revised 06.06.2012
C City of Edmonds Eneineerina Division Responsibilities
1. APPROVE SPECIAL, INSPECTION
The Engineering Division shall approve all Special Inspectors and special inspection requirements.
2. MONITOR SPECIAL INSPECTIONS AND APPROVE REPORTS
Work requiring special inspection and performance of special inspectors shall be monitored by the
Engineering Division Inspector. Engineering Inspector approval must be obtained prior to
placement of concrete or other similu activities in addition to that of the special inspector�.
3. FINALAPPROVAL
The Engineering Division may provide final inspection approval after the special -inspection
report(s) have been submitted and accepted by the City.
D., Owner Resoonsibilities
1. The project owner or the engineer or architect of record acting as the owner's agent shall fund
special inspection services.
E. Eneineer or Architect of Record Responsibilities
1. Prepare Statement of Special Inspections.
2. Review the special inspection reports and provide corrective action for work that may not conform
to the approved plans.
ACKNONMEDGEMIENTS
Iha*- read and agree to comply with the terms aoideondhions of this agreement.
Owner name
Signature
General Contractor
Special I
Engineer of Record name
(piton print or type)
Signature Date
CADocuments and Settings\ray.cog1as\Loca1 SettingsWempomry Intemet FileAOLK5\Special Insp b1d20130020 Lot 10 2-13-
13.doc Revised 06.06.2012
Return the original signed agreement to:
City of Edmonds. Development Services Department
121 5th Avenue, -North, City Hall Second Floor
Edmonds, WA 98020 1 1
ACCEPTED BY CITY�OF VMONDS NGINE
City Official Signature
C'V
Title: eAq�� I VIP'0-yl� cvi v
DIVISION:
J
C:\Users\terri\.AppData\Local\Microsoft\Windows\Temporary Intemet Files\Content.Outlook\OW4VJGC6\Speciallnsp
W20130020.doc Revised 06.06.2012
LisB=389.80 46.00_
q
S
380.80
S
N 88'41'51" E 89.00'
J T
0)
24.14'
- — —
— — — —
_391.59
41.00' ---0=388.76
GF=389.09 -
2
L —
5,727 sq.
ft
5�—
1
S-
33 F�
PLAN 472—B
—F, f1c, Dlrlu-r
-:SERVIC
c
4%
ct
570 �:.S F..:
WALK'.. 1
M�=390.0
I I r INV=386.0 ul
I
I/
A= 388.02
88'4151 . E
, Zone (2S4 Comer Fla&../
Setback§ Required
Acidal
Front le
Sides M /5 - 77 77s-
Rear W I
Other
Height
—1u)
—l' PUBLIC
SIDEWALK
EASEMENT
.1
0.
42.53'
INV=379.83
CURB
>
r9
V)
j
APPROVEED'15Y PI A LNING
3:
0 �5 �— —1
:3 1 z
M
0 L'j
0 cA
LJ
LOVELL—SAUERLAND & ASSOCIATES, INC., 19217 36TH AVE. W., SUITE 106, LYNNWOOD, WA 98036
TELEPHONE: 425.775.1591 LSA FILE NO. 4912 DATE: 8-30-12 DRAWN: JTT
FIRE
HYDRANT
STONEBRIDGE, LOT 2
BELTON HOMES, LLC
16108 ASH WAY, SUITE 201
LYNNWOOD, WASHINGTON 98087
OFFICE : 425-775-8661 FAX : 425-742-8469
STATE REGISTRATION #BELTOHL883L2
SITE PLAN INFORMATION LOT 2 INFORMATION
PROPERTY OWNER & CONTRACTOR: TOTAL LOT AREA —
5,727 SQUARE FEET
BELTON HOMES, LLC
16108 ASH WAY, SUITE 201
LYNNWOOD, WA 98087
425-775-8661
SITE ADDRESS:
21916 78th PLACE W.
EDMONDS, WA 98026
LEGAL DESCRIPTION:
LOT 2. STONEBRIDGE COURT
ASSESSOR'S PARCEL NUMBERS:
00461000201500,
00461000201600,
00461000201701
LOT COVERAGE
FOOTPRINT — 1,743 SQ FT
COVERAGE 1,743�5,727=30.4%
AREA
HOUSE/EAVES/PORCH 1,912 SQ FT
DRIVEWAY 570 SQ FT
CONCRETE 263 SQ. FT
TOTAL 2,745 SQ FT
AREAS
MAIN FLOOR
1,104 SQ. FT.
UPPER FLOOR
1,398 SO. FT.
GARAGE
604 SO. FT.
PORCH
33 SQ. FT.
WALKWAY
155 SQ. FT.
DRIVEWAY
570 SQ. FT.
PATIO
108 SQ. FT.
A,! L
SCALE: 1"=20'
0' 5' 10' qn,
PROJECT BENCH MARK
TOP OF BRASS DISK IN CASE AT THE INTERSECTION OF 222nd
STREET S.W. AND 76th AVENUE W.
ELEVATION : 374.92
DATUM : CITY OF MOUNTLAKE TERRACE — NGVD 1929
SITE BENCH MARK : WILL BE FURNISHED AS CONSTRUCTION ISRESUI
COMPLETED
ENGINEERING DIVISION SEP - 5 201
i Ap
AS NOT BUILDING DEPARTI
11 -T Z CITY OF EDIVION
DO: O� I
BUILDING HEIGHT CALCULATIObL
(ORIGINAL GRADE)
A=388.02
B=389.80
C=391.59
D=388.76
1,558.17 -- 4 = 389.54 AVE. ELEV.
MAXIMUM HEIGHT = 389.54 + 25=414.54
PROPOSED MAX. ELEVATION= 414.07
?- �C� k �p - IV� m kA)
10' PRIVATE
DRAINAGE
EASEMENT
FOR LOTS
2-5
— 1' PUBLIC
SIDEWALK
EASEMENT
STONEBRIDGE, LOT 9
BELTON HOMES, LLC
16108 ASH WAY, SUITE 201
LYNNWOOD, WASHINGTON 98087
OFFICE : 425-775-8661 FAX : 425-742-8469
STATE REGISTRATION #BELTOHL883L2
SITE PLAN INFORMATION
PROPERTY OWNER & CONTRACTOR:
A BELTON HOMES, LLC
16108 ASH WAY, SUITE 201
LYNNWOOD, WA. 98087
425-775-86611
FIRE HYDRANT
LOVELL— SAU ERLAN D & ASSOCIATES, INC., 19217 36TH AVE. W., SUITE 106, LYNNWOOD, WA 98036
TELEPHONE: 425.775.1591 LSA FILE NO. 4912 DATE: 1-4-13 DRAWN: JTT
ENGINEERI
SITE ADDRESS:
21915 78th PLACE W.
EDMONDS, WA 98026
LEGAL DESCRIPTION:
LOT 9, STONEBRIDGE COURT
ASSESSOR"S PARCEL NUMBERS:
01129500000900
LOT COVERAGE
FOOTPRINT — 19999 SQ FT
COVERAGE 1,999 —.-5,732=34.9%
10-1 w*z I z 116-1 V kv, Y'A I Lei
TOTAL LOT AREA —
59732 SQUARE FEET
AREAS
MAIN FLOOR
UPPERFLOOR
GARAGE
PORCH
WALKWAY
DRIVEWAY
PATIO
HOUSE/EAVES/PORCH
2o238
SQ
FT
DRIVEWAY
CONCRETE
587
255
SQ
FT
FT
TOTAL
SO,
39080
SQ
FT
BUILDING HEIGHT CALCULA11ON
(ORIGINAL GRADE)
A=385.40
B=384.12
C=383.64
1 R"Zn an * A � 'ZOA f) AXIC C' C*
19572
SQ.
FT.
818
SQ.
FT.
390
SQ.
FT.
40
SQ.
FT.
165
SQ.
FT.
587
SQ.
FT.
120
SQ.
FT.
I Zone IL-9 Comer Flag
MAXIMUM HEIGHT = 384.92 + 25 �ietbacks .9nuired Actual
=409.92 Front w Z-T-
Sides tvI5
PROPOSED MAX. ELEVATION=409.62 Rear C-
Other
2%7
PROJECT BENCH MARK
NAIL AND WASHER ON SOUTH LOT LINE EXTENSION AT TOP
OF CURB
ELEVATION : 386.26
xAi�zm
DATUM : CITY OF MOUNTLAKE TERRACE — NGVD 1929
- 9.4
l 0
o
3 /1& p /c, q
3 L-D 2-,�) 13- O'n / '�
JAN 08 2013
DEVELOPMENT SERVICES
COUNTER
CONSTRUCTION SEQUENCE
1. ATTEND PRE -CONSTRUCTION MEETING CALL ENGINEERING
INSPECTOR (771--0220' EXT.1326).TO.SET UP MEETING.
2. CALL FOR,UTILITY LOCATIONS (1-800-424-5555).
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
4. FLAG CLEARING LIMITS.
5. INSTALL AND MAINTAIN ALL TESC MEASURES :ACCORDING TO
APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS,
E1.1, E1.2, E1.3, AND ALL OTHER MEASURES THAT MAY BE
REQUIRED DURING CONSTRUCTION. INTERCEPTOR SWALE SHALL.
BE INSTALLED PRIOR TO SITE GRADING/CLEARING.
6. CLEAR SITE PER THIS PLAN (DEMO, ROUGH GRADING).
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
REQUIREMENTS AND MAINTAIN DUST CONTROL.
8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, GAS, ETC.).
9. FINAL GRADE/PAVE, MAINTAIN CB PR OTECTION.
10. LANDSCAPE, HYDROSEED AND MULCH ALL EXPOSED AREAS.
DISTURBED AREAS SHALL BE COMPOST- AMENDED.
11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
MEASURES ARE INSTALLED. APPROVAL BY CITY REQUIRED,
PRIOR TO REMOVAL OF ESC DEVICES.
-N SD
- --------- -- --------------------------------
W E E IM 386
W
Cj
S... ....
SCALE : 1"=10'
PT)
STOCKPILE)
IN 381
I M EM .1 V_
1011 Im IMME >
0' 5' 10, 15' 2. 0'
\v 2
2 . . . ..
LEGEND
3.7&30
xxx
DESIGN CONTOURS PER PLANS H!-..5LAB -
PROPOSED FINISHED CONTOURS
3 -W
......................... = BSBL (BUILDING SETBACK LINE) LOW ..SLA GARAQE1
ALL EXPOSED SURFl -10
BE COVERED. wITHIM 2 DA73%
MAXIMUM DRIVEWAY SLOPE
EROSION AND SEDIMENT- CONTROL (ESC) NOTES AMOWED 14%
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE:
ACCESS SHALL BE, WHENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE
STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT
ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL
BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM
ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT
DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT
2
BMP#C1 23 P A TIC
R 'AE3 POLYDRAIN
COVERING AT P AT1 0
...I % NV' 386.1 PD-SHALLOW-3.9
P T ILIkD STOCKPILES(TYP.):
PT) QUAL AT
NS. ENT ANCE\ OR E .:.'2%:-
GARAGE. CONNECT
ROOF �DR IN-.-"- TO ROOF DRAIN 378.3
83'-4PV TOP=387.04
0-0. 2% 387.12
INV=386.74
C"I
0
00
001.
0
B
0
P#C1 21 MULCH
E
ED SOILS
5,9-- epe,�,_kb_Q
W&�e_ --t Z_
10' PRIVATE
DRAINAGE
I
EASEMENTFOR
I
THROUGH 10
FTG
DR\AIN DRYWELL
-24
Pd�F_ PVC
B0
TOOLESS
-RO
K-FILLED
Lovell- Sauetl'and
nc.
& Associates,' I
Engineers/Surveyors/Planners
, Development Consultants .
19217 36th Avenue W.
Suite 106
Lynnwood,: WA 98036
phone: (425)775-�-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com . I
KUUr UM IN -LINED -10/r7/12-
> C', A ?-NDS1.113MITTAL
E.G.=386.0 FA RIC
bo 0 FG AT FNDN=387.3 88 ,,,4$'PV
4"SSC9/ -, R -GR TED LID.
@ 0.68%
FF=387.8 (DE TH PER SOILS ENG.) CID
TER V B.O.F.=385.8 01
TYP) _,4 r% . r) -z Q I I T G_ "RD 0
IS REMOVED IN THIS MANNER. is - C) IVI r
I INV=3a3.8 INV=385.5
% : I
2. ESC MINIMUM REQUIREMENT - STABILIZA11ON OF EXPOSED AREAS: FENCE(TYP-)
0W%EnFJC0NTRAI IS RE."P011,13131 E ..........
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE EX. YD
N
APPLICA11ON OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER EROSiOiN 00'jN1'N0L AND DiFilAIIN! -'E . ..... LI= >
VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND X. S 8�BL 00 SD IN:V=382.0
MAINTAINED IN ACCORDANCE NTH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED CO-1 F/P 0
ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO.SOILS SHALL REMAIN EXPOSED FOR INV= 8�.67 00 14 r-491 VC
WA4 4�:_
MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS @ 25%_
- ---------- )r-
FROM MAY 1 THROUGH SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT - PROTECTION OF,ADJACENT PROPERTlES: 0
ADJACENT PROPER11ES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE �384
OF VEGETAT1VE BUFFER STRIPS, SEDIMENT BARRIERS OR 'FILTERS, DIKES OR MULCHING, OR BY A 00 1A
COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS.
BMP#C220 SD
10' PRIVATE
4. ESC MINIMUM REQUIREMENT -. MAINTENANCE: )NLET PROTECTI N� Cn
ALL EROSION AND SEDIMENT CONTROL BMPS,SHALL BE REGULARLY INSPECTED AND MAINTAINED DRAINAGE
Z
EASEMENT FOR 0
BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL 15�
MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH'THE MANUAL. LOTS 6 5� U)
Applicant shall repair/replace all damage
5. ESC MINIMUM REQUIREMENT - OTHER BMPS: utilities or frontage Improvements In City ACCEPTABLE TIGiTLM
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED
right-of-way Per City standards that is caused] GEINIERAL NOTES MATERIAL
KUNVrr ONALL t3r- M-1111_11[l
or occurs during the permitted project.
6. ESC MINIMUM REQUIREMENT - UNDERGROUND U11LITY CONSTRUCTION:
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE
FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL WHERE: CONSISTENT WITH SAFETY AND SPACE
CONSIDERATIONS SHALL'BE PLACED ON THE UPHILL SIDE OF TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT
PONDS, OR OTHER ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
DRAINAGE CONSTRUCTION NOTES
1. FOOTING DRAINS SHALL NOT BE CONNECTED TO DETENTION
SYSTEM. INDIVIDUAL LOT FOOTING DRAINS SHALL BE TO DRYWELLS
INSTALLED AT TIME OF BUILDING CONSTRUCTION.
2. PIPE MATERIAL:
UNLESS CALLED OUT OTHERWISE ON THIS PLAN ALL STORM DRAIN
PIPE MATERIAL SHALL BE PER C.O.E. APPROVE6 MATERIALS LISTS
MM-1, MM-.2 & MM-3.
3. INDIVIDUAL LOT FOOTING/WALL DRAINS WILL GO TO INDIVIDUAL
DRYWELLS LOCATED ON EACH.LOT.
STORMWATER CLASSIFICATION WORKSHEET INFORMATION:
1. PERMEABLE PAVEMENT PROPOSED=0.0 SF
2. IMPERVIOUS AREA TABLE (SEE TABLE ON THI'S SHEET)
3. TOTAL AREA OF LAND DISTURBING ACTI\ATY=5,714±SF
4. EARTHWORK QUANTITY.
EXCAVA110N=161±CY,- FILL=21±CY.- TOTAL=161±CY
5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF NATIVE
VEGETATION TO LAWN OR LANDSCAPED AREA
6. WATERSHED=CREEK OR LAKE BASIN=HALLS CREEK
7. PROJECT CLASSIFICATION: SINGLE LOT IN A LARGE SITE PROJECT
ImprPM(711 I1q APIrA TARI F* fnATA FPOU rl)
388
386
1.5'02.677. 00
TO POLYDRAIN q ,4J- 0
on_ r-
Cd III
CO, n
coo
231@ 5.487. v)-i
DRIVEWAY PROFILE
SCALE: H&V: 1"=10'
SPECIAL CONSTRUCTION NOTES
1. ALL UTILITIES SHALL BE INSTALLED UNDERGROUND
2. ALLDISTURBED AREAS ON AND OFF -SITE SHALL BE COMPOST
AMENDED TO MEET REQUIREMENTS OF OF BMP T5.13, OF THE
STORMWATER MANUAL VOL.5, CHAP.5.
3. THE FOLLOWING PLAT IMPROVEMENTS (IF NOT DONE) SHALL BE INSTALLED:
A. 6"SSCO AT PROPERTY LINE: ADJUST TO GRADE AND INSTALL 12"
LOCKING COVER WITH 1/2-HEX BOLTS AND CONCRETE COLLAR.
B. -TYPE-A' CURB/GLITTER, CONIC. DWY, AND 5' SIDEWALK.
TYPE
AREA (SQUARE FEET)
NON -REGULATED.
0
EXEMPT.
REGULATED
REPLACED
0
0
NEW (POST .1977)
+
2,790
TOTAL REGULATED IMPERVIOUS AREA
2,790
TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT' SYSTEM(S)
2,790
REGULATED AREA NOT YET MITIGATED
0
AREA ROPOSED-TO:BE MITIGATED 'BY LOW IMPACT DEVELOPMENT TECHNIQUES
0
AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES
0
I
CERTIFIED EROSION AND SEDIMENT
CONTROL LEAD (CESCL)
CONTRACTOR SHALL PROVIDE A DOE CERTIFIED CESCL WHO
SHALL BE AVAILABLE AT ALL TIMES.
MOP, k &-I I zwo a ffer, k E 110111
1. ALL.MATERIALS AND WORK SHOWN ON THESE PLANS
SHALL CONFORM TO THE CITY OF EDMONDS STANDARD
CONSTRUCTION SHALL CONFORM TO THE LATEST CITY
STANDARDS AND SPECIFICATIONS.
1.
ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY
SCH 40
OF EDMONDS STANDARD PLANS AND DETAILS THE FOLLOWING, SPECIFICATIONS AND
N -12
CODES, AND ALL OTHER APPLICABLE LOCAL �UNICIPAL, STATE, AND FEDERAL
F810 HANCOR
CODES, RULES AND REGULATIONS:
- CURRENT, INTERNATIONAL BUILDING CODE (IBC)
.
_3:
- 2010 WSDOT/APWA STANDARD SPECIFICATION S FOR ROAD, BRIDGE AND
FOOTING DRAINS NOT
MUNICIPAL CONSTRUCTION
TO K TED INTO
z
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT
DET011TICON SYSTEM
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
0-
2.
CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A
SET OF "AS-BUIL-r' DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS
ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR
PROJECT COMPLETION AND ACCEPTANCE. A SET OF -AS -BUILT DRAWINGS SHALL
ENGINEERING EAVISION
z
BE SUBMITTED TO.THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE
BUILDING OCCUPANCY/FINAL PROJECT APPROV I AL.
A NXD S NOTE
n
lUnt Date.4
3.
CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION
2!_
<
C/�
0:�
AND SHALL CONTACT THE UNDERGROUND U11LITIES LOCATION SERVICE
(1-800-424-5555) AT LEAST. 48 HOURS PRIOR TO CONSTRUCTION.
4.
CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT
SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF
ry
ANY DISCREPANCIES.
0
LL_
5.
CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE
Call 2 Working Days Before You Dig
F-_
APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF NTH THE CONTENTS
THEREOF. ALL SITE WORK SHALL BE PERFORMED
1-800 424-5555
Lij
IN STRICT COMPLIANCE NTH THE
Z:.
RECOMMENDATIONS OF THIS REPORT.
Utilities Underground Location Center
6.
CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR
(ID,MT,ND,OR,WA)
Lij
INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
7.
ALL DISTURBE ' D SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER
<
ry
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
UTILITY CONFLICT NOTE
QC)
M
GRADING AND EROSION CONTROL REQUIREMENTS.
ry
THE LOCATION OF UNDERGROUND UTILITIES SHOWN
HEREON IS
0
8.
THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY
APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE PURVE YORS
SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED, WITHOUT. PRIOR
OF ALL UTILITIES IN. THE AREA TO DETERMINE THE LOCATION AND
APPROVAL..
DEPTH OF ALL UTILITIES ON ANDADJACENT TO THE PROPERTY.
CONTRACTOR TO VERIFY'UTILITY LOCATIONS PRIOR TO
9.
CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN
SHORING BRACING EXIS
CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT
SUB
ET
AND AS NECESSARY TO PROTECT WORKERS, TING
ENGINEER IMMEDIATELY.
BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED
IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND O.R.CAVING
ro C
18
10. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY APPROVED FOR CONSTRUCTION
PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS,
STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT CITY'OF EDMONDS
RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN
APPROVAL FROM THE FIRE MARSHAL.
DATE:
RESUB
OCT 18 2012 BY.
BUILDING DEPAR'cMENT CITY BUILDING DEPARTMENT
CITY OF EDMONDS
CONSTRUCTION SEQUENCE
1. ATTEND PRE- CONSTRUCTION MEETING. CALL ENGINEERING
INSPECTOR (771-0220 EXT.1326) TO SET UP MEETING.
2. CALL FOR UTILITY LOCATIONS (1-800-424-5555).
3. CONTRACTOR TO REVIEW AND READ ESC NOTES AND PLAN.
4. FLAG CLEARING LIMITS.
5. INSTALL AND MAINTAIN ALL TESC MEASURES ACCORDING TO
APPROVED PLANS, CITY OF EDMONDS STANDARD DETAILS,
E1.1, E1.2, E1.3, AND ALL OTHER MEASURES THAT MAY BE
REQUIRED DURING CONSTRUCTION. INTERCEPTOR SWALE SHALL
BE INSTALLED PRIOR TO SITE GRADING/CLEARING.
6. CLEAR SITE PER THIS PLAN (DEMO, ROUGH GRADING).
7. CONTRACTOR TO ADHERE TO STABILIZATION OF EXPOSED AREA
REQUIREMENTS AND MAINTAIN DUST CONTROL.
8. INSTALL UTILITIES (SEWER, STORM, WATER, POWER, GAS, ETC.).
9. FINAL GRADE/PAVE, MAINTAIN CB PROTECTION.
10. LANDSCAPE, HYDROSEED AND MULCH ALL EXPOSED AREAS.
DISTURBED AREAS SHALL BE COM POST- AMENDED.
11. REMOVE ESC DEVICES ONCE PERMANENT SITE STABILIZATION
MEASURES ARE INSTALLED. APPROVAL BY CITY REQUIRED,
PRIOR TO REMOVAL OF ESC DEVICES.
EROSION AND SEDIMENT CONTROL (ESC) NOTES
1. ESC MINIMUM REQUIREMENT - CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE:
ACCESS SHALL BE. MENEVER PRACTICAL, LIMITED TO ONE ROUTE. ACCESS POINTS SHALL BE
STABILIZED NTH QUARRY SPALLS OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT
ONTO PUBLIC ROADS. IF SEDIMENT IS TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL
BE CLEANED THOROUGHLY AT THE END OF EACH DAY. SEDIMENT SHALL BE REMOVED FROM
ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A CONTROLLED SEDIMENT
DISPOSAL AREA WITHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY AFTER SEDIMENT
-) I 1\11 � 1 11 )
SS
1' PUBLIC
SIDEWALK
EASEMENT
--Ij
00
WA4
rMP#,C 05
CO T.
> co
R
M I r/ 1/1",
Z>_
IS REMOVED IN THIS MANNER. ' PUBOC
2. ESC MINIMUM REQUIREMENT - STABILIZATION OF EXPOSED AREAS: IDEW�LK
ALL SOILS EXPOSED BY LAND DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE E SEMENT
APPLICATION OF BMPS, INCLUDING, BUT NOT LIMITED TO, SOD, HYDROSEEDING, OR OTHER
VEGETATION, PLASTIC COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED, DESIGNED, AND _S
MAINTAINED IN ACCORDANCE WITH THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED
ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY. NO SOILS SHALL REMAIN EXPOSED FOR
MORE THAN TWO DAYS FROM OCTOBER 1 THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS
FROM MAY 1 THROUGH SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT - PROTECTION OF ADJACENT PROPERTIES:
ADJACENT PROPERTIES SHALL BE PROTECTED FROM SEDIMENT DEPOSITION BY APPROPRIATE USE
OF VEGETATIVE BUFFER STRIPS. SEDIMENT BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A
COMBINATION OF THESE MEASURES AND OTHER APPROPRIATE BMPS.
4. ESC MINIMUM REQUIREMENT - MAINTENANCE:
ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE REGULARLY INSPECTED AND MAINTAINED
BY THE OWNER TO ENSURE CONTINUED PERFORMANCE OF THEIR INTENDED FUNCTION. ALL
MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE WITH THE MANUAL.
5. ESC MINIMUM REQUIREMENT - OTHER BMPS:
AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMP'S TO MITIGATE THE EFFECTS INCREASED
RUNOFF SHALL BE APPLIED.
6. ESC MINIMUM REQUIREMENT - UNDERGROUND U11LITY CONSTRUCTION:
THE CONSTRUCTION OF UNDERGROUND UTILITY LINES SHALL SPECIFICALLY ADDRESS THE
FOLLOWING:
A. EROSION CONTROL FOR EXCAVATED STOCKPILED MATERIALS;
B. THE PLACEMENT OF EXCAVATED MATERIAL MERE CONSISTENT NTH SAFETY AND SPACE
CONSIDERATIONS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES;
C. TRENCH DEWATERING SYSTEMS (MUST DISCHARGE INTO SEDIMENT TRAPS, SEDIMENT
PONDS, OR OTHER ACCEPTABLE MEANS);
D. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING;
E. DAILY CLEANUP AND STREET MAINTENANCE.
DRAINAGE CONSTRUCTION NOTES
1. F001ING DRAINS SHALL NOT BE CONNECTED TO DETENTION
SYSTEM. INDIVIDUAL LOT F001ING DRAINS SHALL BE TO DRYWELLS
INSTALLED AT 11ME OF BUILDING CONSTRUCTION.
2. PIPE MATERIAL:
UNLESS CALLED OUT OTHERWISE ON THIS PLAN, ALL STORM DRAIN
PIPE MATERIAL SHALL BE PER C.O.E. APPROVED MATERIALS LISTS
MM-1, MM-2 & MM-3.
3. INDIVIDUAL LOT FOOTING/WALL DRAINS WILL GO TO INDIVIDUAL
DRYWELLS LOCATED ON EACH LOT.
STORMWATER CLASSIFICATION WORKSHEET INFORMATION:
ABT POLYDRAIN
PD-SH ALLOW- 3.9" OR EQUAL
CONNECT TO ROOF DRAIN
TOP-386.90
INV=385.50 N 88*41'51 " E 89-09' BMP#C121 MULC
EXPOSED SOILS
(TYP.)
@-0. 79x.- RD
SD 00
10' PRIVATE
nP A I 1\1 A r_'r7
rV A,
INV=384.94 uj EASEMENT FOR
INV=385.30 LUIS b
THROUGH 10
0
F DIRECT ALL
387-33 SURFACE WATER C�
GARAGE
---387.13 0
HI SLAB TO YARD DRAIN
L @
AT
.5 7.: 5 F: OW SLAB SOUTHEAST
0
- ST4 PI�LE)
CORNER OF LOT
A
RILIZED R 1 r)_z DI QTIr
RANCE
ALK' '16.5 'SF
CB INLE
PRIiTECTIION
I
I I I
Los ft COF? W
W_�
L
C 9. cn
@
C. 0.
@
......... ........
-,EX. 610SS
INV=380.29
F_ N 88*41'51 " E
BMP#C233-SILT
pVP FENCE(TYP-)
I-_
C�
r__ (6 3: 00
00 000 r1r)
NO _j
25, al s'04.61'
388 388
386 386
384 384
DRIVEWAY PROFILE
ENGINEERING DIVISIO11CALE: H&V: 1"=10'
APPROVE A NOT
fy
Date:
R is n'b,!2)1F1_rE FOR
F R0, C, Ccif'161 i`bl AlkT)
1. PERMEABLE PAVEMENT PROPOSED=0.0 SF
2. IMPERVIOUS AREA TABLE (SEE TABLE ON THIS SHEET)
3. TOTAL AREA OF LAND DISTURBING ACTIVITY=5,732±SF
4. EARTHWORK QUANTITY:
EXCAVATION= 1 54±CY; FILL=17±CY; TOTAL=154±CY
5. PROJECT WILL NOT CONVERT 3/4 AC OR MORE OF NATIVE
VEGETATION TO LAWN OR LANDSCAPED AREA
6. WATERSHED=CREEK OR LAKE BASIN=HALLS CREEK
7. PROJECT CLASSIFICATION: SINGLE LOT IN A LARGE SITE PROJECT
impirmAn 14Z ARVA TARI F fnATA FRnU rl)
TE
kC B
---------
FFILTER SOCK WITH
OVER FLOW HOLES
0
CATCH BASIN
TYPE
AREA (SQUARE FEET)
NON -REGULATED
0
1111711111111Z1117777;]
EXEMPT
REGULATED
REPLACED
0
0
NEW (POST 1977)
+
3,080
TOTAL REGULATED IMPERVIOUS AREA
3.080
TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S)
3,080
REGULATED AREA NOT YET MITIGATED
0
AREA PROPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES
0
1 AREA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES
0
STRAW BALES MAY BE USED IN
CERTAIN CIRCUMSTANCES (SEE DETAIL
E111), THIS APPLICAITON SHALL BE
MAINTAINED AT ALL TIMES DURING
CONSTRUCITON PERIOD,
CB INLET PROTECTION DETAIL
CITY OF EDMONDS DETAIL E1.3
CERTIFIED EROSION AND SEDIMENT
CONTROL LEAD (CESCL)
CONTRACTOR SHALL PROVIDE A DOE CERTIFIED CESCL WHO
SHALL BE AVAILABLE AT ALL TIMES.
-GARAGE LEFT 0 1VI r-
COVERING AT
IN =385-60
'-n STOCK P I LES(TYP.)
5,732sf Cn
E.G.=384.0 0
-1 0 14',4"RD @ 21%
FG AT FNDN=387.33
INV=384.71
INV=385.52 FF=387.83 RD
IB.O.F.=383-36 CB INLET
TIO.. PROTECTION
INV=382.00 �PA BMP#C220-SD
120: SF
INV=385.01 INLET PROTECTION
INV=385.37
-EX. YD (TYP-)
D 51',4"RD@0.7%1:P 15',4"RD@21.6% TOP=385.03
- ''. I INV=381.77
_V _V - --------
ALL DISTURBED AREAS ON AND OFF
SITE SHALL BE COMPOST AMENDED
TO MEET REQUIREMENTS OF BMP
T5.13 IN THE STORMWATER MANUAL,
VOL. V, CHAPTER 5
1
=\ I_ - - -
49 FTG DRAIN DRYWELL/1
1
1
3&2-8- -f4-T-pE`RF -p�`Vc-l-]
" BOTTOMLESS'
10' PRIVATE
4,111
-ROCK -FILLED
DRAINAGE
-FABRIC-LINED
EASEMENT
FOR LOTS 6
-GRATED LID11
11,
THROUGH 10
(DEPTH PER SOILS ENG.) i
GENERAL NOTES N
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY
OF EDMONDS STANDARD PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND FCX)TING DRAINS NOT W E
CODES, AND ALL OTHER APPLICABLE LOCAL MUNICIPAL, STATE, AND FEDERAL TO BE TrED INTO
CODES, RULES AND REGULATIONS: DEI'ETff'oCfl SYSTEM
- CURRENT INTERNATIONAL BUILDING CODE (IBC)
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND
Lovell- Sauerland
& Associates, Inc.
Engineers/Surveyors/Planners
Development Consultants
19217 36th Avenue W.
Suite 106
Lynnwood, WA 98036
phone: (425)775-1591
e-mail: info@lsaengineering.com
web: Isaengineering.com I
00
C*4
W
a
z
R
0
W
a-
Z
M
0
z
M
rn 0
Z W
2 a
Cn 0
<
MUNICIPAL CONSTRUCTION
ACCEPTABLE TIGHTLRE
SCALE : 1"=10'
z
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT
MATERIAL
<
MANUAL FOR THE PUGET SOUND BASIN (CURRENT EDITION)
SDR Td I MEN
EMM
6-mi
1
2. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A
"AS
EM
SCH 40 01
N -12
EM IMM
5 10, 15' 20'
SET OF -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS
F410 HANCM
0
ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR
PROJECT COMPLETION AND ACCEPTANCE. A SET OF AS -BUILT DRAWINGS SHALL
z
I
BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE
LEGEND
-
BUILDING OCCLIPANCY/FINAL PROJECT APPROVAL.
xxx
EXISTING CONTOURS PER PLANS
0
3. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION
AND SHALL CONTACT THE UNDERGROUND UTILITIES LOCATION SERVICE
0
k1-0UU--tZ_-t-JZ3UJ) MI Lr_/A31 -to HOURS F-mum IU tUN31MLJUHUN.
4. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT
SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF
ANY DISCREPANCIES.
5. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WERE
APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS
THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE NTH THE
RECOMMENDATIONS OF THIS REPORT.
6. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR
_j 0
C)
INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS.
I-
7. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER
<
ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
UTILITY CONFLICT NOTE
GRADING AND EROSION CONTROL REQUIREMENTS.
THE LOCATION OF UNDERGROUND UTILITIES SHOWN HEREON IS
8. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY
APPROXIMATE ONLY. THE OWNER SHOULD CONTACT THE PURVEYORS
0
SWEEPING. WASHING OF THESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR
OF ALL UTILITIES IN THE AREA TO DETERMINE THE LOCATION AND
r-
APPROVAL.
DEPTH OF ALL UTILITIES ON AND ADJACENT TO THE PROPERTY.
V)
CONTRACTOR TO VERIFY UTILITY LOCATIONS PRIOR TO
9. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN
CONSTRUCTION. IF ANY CONFLICTS ARE IDENTIFIED CONTACT
RESUI
SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING
ENGINEER IMMEDIATELY.
BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED
IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING
JAN 3 0 2013
EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF
SHORING AND BRACING, AS REQUIRED.
10. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY
PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS,
STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT
RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN
APPROVAL FROM THE FIRE MARSHAL.
CONSTRUCTION NOTE
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS
SHALL CONFORM TO THE CITY OF EDMONDS STANDARD
CONSTRUCTION SHALL CONFORM TO THE LATEST CITY STREET FILE
STANDARDS AND SPECIFICATIONS.
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
BY.
CITY BUILDING DEPARTMENT
1-28-13
M
D
0
0
Ld
0
C)
ry
M
Ld
7r
0
F_
V)
SCALE
AS SHOWN
DRAWN CHECKED
JO/JTT JY SHEET
DATE F.B..
12-31-12 1 493, PG.44 C2
PERMrF #
BILD20123-=119
MA FILE "4912-12 OF2