17528 TALBOT RD.PDF11111111111111
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17528 TALBOT RD
ADDRESS:/ 75 ZO 775"112a 7- /Zd
TAX ACCOUNT/PARCEL #:
BUILDING PERMIT (NEW STRUCTURE) #: )0t,9 2-0/2�— 07-3?
COVENANTS (RECORDED) FOR:
CRITICAL AREAS #: DETERMINATION: Conditional Waiver )(Study Required 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 Vs):
PLANNING DATA CHECKLIST DATED: Ll
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID #:
SHORT PLAT FILE:
LOT:
BLOCK:
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's\Forrns\Jana's Street File Checklist 5-14-08.doc
City of Edmonds
Critical Area Notice of Decision
Applicant: ,
OAS 4
Property Owner:
01 k) W
ZI
W
S
Critical Area File #:
Z'O I Z - 00 3 -2-
Permit Number:
0 -7 3
Site Location:
1-772-8 7&)bo� pv
Parcel Number:
00 5-�Vv 0000 -3 10 C)
Project Description:
#�,tAj S- Ele.
F� Conditional Waiver. No critical area report is required for the project described above.
There will be no alteration of a -Critical Area or its required buffer.
The proposal is an �Ilowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
The proposal is exempt pursuant to ECDC 23.40.230.
EJ Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
ritical Area Report Required. The proposed project is within a critical area and/or a critical area
buffer and a critical area report is required. A critical area report has been submitted and evaluated
for compliance with the following criteria pursuant to ECDC 23.40.160:
1. __,ZThe proposal minimizes the impact on critical areas in accordance with ECDC 23.40-.120,
Mitigation sequencing;
2. The proposal does not pose an unreasonable threat to the public, health, safety, or welfare
on or off the development proposal site;
3. The proposal is consistent with the general purpo ses of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordancewith ECDC
23.40.110, Mitigation requirements.
5. The proposal protects the critical area functions and values consistent with the best
available science and results in no net loss of critical functions and values; and
6. /' T he proposal is consistent with other applicable regulations and standards.
F� Unfavorable Critical Area Decision. The proposed project is not exempt or does not adequately
mitigate its impacts on critical areas and/or does not comply with the criteria in ECDC 23.40.160 and
the provisions of the City of Edmonds critical area regulations. See attached findings of
noncompliance.
Favorable Critical Area Decision. The proposed project as described above and as shown on the
attached site plan meets or is exempt from the criteria in' ECDC 23.40.160, Review Criteria, and
complies with the applicable provisions of the City of Edmonds critical area regulations. Any
subsequent changes to the proposal shall void this decision pending re -review of the proposal.
Conditions. Critical Area specific condition(s) have been applied to the permit number referenced
above. See referenced permit number for specific condition(s).
C( s4ur�'
Reviewer
"- 0, � �
bignature
Appeals: Any decision to approve, condition, or deny a development proposal or other activity based on the
requirements of critical area regulations may be appealed according to, and as part of, the appeal procedure, if any,
for the permit or approval involved.
Revised 12/16/2010
PLANNING DATA STREETFILE
SINGLE FAMILY RESIDENTIAL
Name:n�a� (AJ I�D:003�jqqO,0007�,Jo
Site Address: 6 o
Date:
Plan Check # C)J
Project Descriptior�; S Fye- -
Reduced Site Plan Provided: ES NO)
Zoning:
1
Map Page�_�
Corner Lot: (YES
Flag Lot: (YES
Critical Areas Determination ff: '?_0 I C)0'�
&]!�Study Required d12- (,�160vc 4N59 fsk C-L)s
El waiver
SEPA Determination: /Va shil
br—E xempt A
El Needed. (for over 500 cubic yards of grading) 0LJ5L 0 WAPJ
0 Fee 0 Checklist 0 APO List v�th��otarized form
Required tbacks
Str et:1
Sid (3
Actual Setbacks
Street:
Side:
Side:
Rear: 970
El Detached Strudures: MON6
Rockeries: fA_Jv'-J *0
t��.�Trellises: 4o /,e/'t4Q ie\
Bay Windows/Projecting Modulation,:
El stairs*/Deck:
Height
Datum Point: ty)
Datum Elevation: 9"2 QA T
Maximum Height Allowed: -2-06
Actual Height:,
Other
Parking, Required:
Parking Provided: ?,-t-
Lot Area: A/S-V> L�
Maximum Lot Coverage: 35% Proposed: 0/'
Lot Coverage Calculations: U
ADU Created: (YES 00
Subdivision: TIq
Legal Nonconformi ng Land Use Determination Issued: (YES /�O)
coruments
L--Vt -
A- 6 3
16Y 6 'cu�
C 1 6 -�_'7
-r z cl 2 06,
6YA i�
Plan Review A,
PtannUiq Data Form 04-11-06A�c
je
Thftity:!'of Edmonds
APPLICATION
for
SIDE SEVEM PE T
NEW CONSTRUCTION �� REPAIRS
LG (��b L (Ki
EASEMENT'No . ..........................................
A
OWNER ...0"
....... . ......... C.R.pusr/"�d ............................ CONTRACTOR ..... %5/ .. ?4?K.. ...................... ............ PERbUT No....
ADDRESS .......... :;Oej!l? ��O-t ..... /�7 .................. LEGAL DESCR=ION: LOT No . ..... ........ ........................ BLOCKNo . ............................
ION ......
NAME OF ADDIT ... 4F�91ekl .....................................................................
a
f
019to
Approved:
DATE ....
............................... Q ........ By ...........
OF EDMONDS
t� OCITY
CIVIC -CENTER— WATER -SEWER DEPARTMENT Call PROSPect 6-1107 when work
is ready for inspection. (No inspee-
tions Saturday, Sunday holidays.) N2 3661
or
SIDESEWER PERMIT
ADDRESS. ------_------ 17.528 .. laJItat ... Road ..............
OWNER ................... Ergd ... Chri$liall ----_------- ------_--_---------- CONTRACTOR ....... agni-5afe .................................................
Permission is granted --- hpri-1_15 . . .................. 19 .... 7.0, for --------------_------- days to REPAIR or CONNECT a side sewer
with City Sewers in accordance with application on file and governing ordinances.
ATTENTION IS CALLED TO THE FOLLOWING:
,Jv0TE No. I —The owners of the property may obtain a permit to construct sewer inside Property line. A licensed Side Sewer Contractor must
') be employed to construct side sewer in street area. Do not cover any portion of sewer before it has been inspected.
_jTE No. 2—Obtain full Information regarding Ordinance 11.16.030 and Regulations governing side sewers when you get permit.
NOTE No. 3—Top of side sewer must have at least 30 Inches coverage at property line and 12 Inches Inside property line; minimum grade of 2%.
No bends in grade sharper than % will be permitted.
NOTE No. 4—Trenches In street must be water settled and surface of street restored to original condition. Contractors shall be responsible for
failure due to improper work which may develop within one year of completion.
NOTE No. 5--It is unlawful to alter or do any other work than is provided for in the permit, or to do any work on the main sewer or Its appur-
tenances except to Insert the pipe Into the wye.
12
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October 15, 2012
Denny and Holly Onslow
621 Wellington Avenue
Seattle, Washington 98122
Subject: Geotechnical Design Recommendations
17528 Talbot Road Proposed Residence
Edmonds, Washington
File No. 20718-001-00
INTRODUCTION AND PROJECT UNDERSTANDING
GMENGINEER��r
Plaza 600 Building
600 Stewart Street, Suite 1700
Seattle, Washington 98101
206.7208-2674
STREET FILE
This report presents the results of our geotechnica.l design recommendations for the proposed residence
located at 17528 Talbot Road in Edmonds, Washington. We understand the City of Edmonds provided plan
review comments for the project in a letter dated October 2, 2012. GeoEngiheers, Inc. (GeoEngineers)
previously provided geotechnibal recommendations with regard to environmentally critical areas at the site in
a letter dated August 2, 2012. As discussed in our previou s letter, subsurface condition s at the site
,generally consist glacial till, consistent with geologic mapping.
According to the plans, the proposed residence will be located in the same general vicinity as the existing
residence, although slightly further to the northwest. The pro . posed residence will be supported on columns
.and shallow foundations, independent of the foundation system supporting the existing residence. Portions
of the basement of the existing residence will be retained for use as a crawlspace and storage. A deck will
also be constructed on the northwest (downslope) side of the residence.
PLAN REVIEW -
We understand that the City of Edmonds has identified the need for a geotechnical confirmation of the
structural design assumptions noted on project plan sheet S1.0. We have reviewed the project structural
and civil plans. Our geotechnical recommendations presented in the following sections are consistent with
these plans.
RESUB
OCT 19 2012
BUILDING DEPAR�-MENT
CITY OF EDMONDS
17528 Talbot Road Proposed Residenectober 15, 2012 Page 2
CONCLUSIONS AND RECOMMENDATIONS
Earthquake Engineering
2009 IBC Seismic Design Information
We recommend the use of the following 2009 International. Building Code (IBC) parameters for soil profile
type, short period spectral response acceleration (Ss), 1-second period spectral response acceleration (Si)
and seismic coeff icients (FA and Fv) for the project site.
2009 SBC-Parameter
Recommended Value
Soil Profile Type
D
Short Period Spectral Response Acceleration, Ss (percent g)
121.1
1-Second Period Spectral Response Acceleration, S, (percent g)
42.5
Seismic Coefficient, FA
1.02
Seismic Coefficient, Fv
1.58
Shallow Foundations
The following sections provide recommendations for design of shallow foundations, which in our opinion are
appropriate for support of the proposed improvements. Perimeter foundation drains should be included, as
discussed in the "Drainage and Waterproofing" section below.
Allowable Bearing Pressure
For foundations bearing on undisturbed dense native soils or structural fill extending down to these soils, the
foundations may be designed using an allowable soil bearing pressure of 2,000 pounds per square foot (psf)
for isolated spread footings and continuous footings. � The allowable soil bearing value is a net value that
applies to the total of dead and long-term live loads and may be increased by up to one-third for wind or
seismic loads.
Settlement
Provided all -loose soil is removed and the subgrade is prepared as recommended under Construction
Considerations below, we estimate the total settlement of shallow foundations will be on the order of 1/2 to
I inch. The settlements will occur rapidly, essentially as loads are applied.
Size and Embedment
We recommend that the exterior footings be founded.a minimum of 18 inches below the lowest adjacent
grade, for frost protection. Interior footings should be founded a minimum of 12 inches below top of slab.
Continuous wall footings and in . clividual column footings should have.minimurn widths of 24 inches.
Lateral Resistance
Lateral foundation loads may be resisted by passive resistance on the sides of footings and by friction on the.,
base of the shallow foundations. The allowable passive resistance on the sides of the footings may be
computed using an equivalent fluid density of 300 pounds per cubic foot (pcf) (triangular distribution). These
values are appropriate for foundation elements that are poured directly against undisturbed.dense soils or
:7 F—t I
GEoENGINEER
P,
File No. 20718-001-00
ctober 15, 2012 Page 3
17528 Talbot Road Proposed Resideno . 0
surrounded by structural fill. . For shallow foun.clations supported, on native soils or structural fill, the
allowable frictional resistance may be computed using a coefficient of friction of 0.4 applied to vertical
dead -load forces.
The above coefficient of friction and passive equivalent fluid density values incorporate a factor of safety of
about 1.5.
Construction Considerations
If soft or loose soil is present at the foundation subgrade elevation (as discussed above), the soft areas
should be removed and replaced with structural fill at the direction of GeoEngineers. In such instances, the
zone of structural fill should extend laterally beyond the footing edges with a horizontal. distance at least.
equal to the thickness of the -fill.
The condition of all subgrade areas should be observed by GeoEngineers.to evaluate if the work is completed
in accordance with our recommendations and that the subsurface conditions are as anticipated.
Slab -On -Grade Floors
We recommend that the basement floor slabs be constructed as slab -on -grade.
Subgrade Pre0aration
The exposed subgrade should be evaluated after site grading is complete by probing. The exposed soil
should be firm and unyielding, and without significant groundwater. Disturbed areas should be
re -compacted if possible or removed and replaced with compacted structural fill.
Design Parameters
Conventional slabs may be supported on -grade provided the subgrade soils are prepared as recommended
under the "Subgrade Preparation" above. We recommend that the slab be founded on either undisturbed
native soils'6r on structural fill placed over the native soils.. For slabs designed as a beam on an elastic
foundation, a modulus of subgrade reaction of 200 pounds per cubic inch (pci) may be used for subgrade
soils prepared as recommended.
The capillary break layer below the slab should consist of 4 inches of clean crushed gravel, with a maximum
particle size of 11/2 inches and negligible sand or silt.
We recommend that a vapor retarder be placed over the capillary break layer in the basement and in the
garage to retard migration of moisture through the floor slabs. The vapor retarder should consist of a heavy
plastic sheet, such as 10-mil. plastic sheeting intended for this purpose, and include sealed seams. The
contractor should be made responsible for maintaining the integrity of the vapor retarder during
construction.
RetainingWalls
General
The project will include basement retaining walls for the proposed residence, and may also include
miscellaneous retaining walls to support grade transitions on the site.
7 1
- GMENGINEER��
File No. 20718-001-00
17528 Talbot Road Proposed Residen'Ortober 15, 2012 Page 4
Design Parameters
The, retaining wall foundations should be designed using the recommendations previously presented for
sh I allow foundations. Retaining walls should be backfilled with a 12-inch wide zone of drainage aggregate,
with a perimeter foundation drain at the base of the drainage zone, as discussed in the "Drainage and
Waterproofing" section below. For miscellaneous retaining walls on site, weep holes can be used instead of
a fou . ndation drain, provided the weep holes do not conflict with the aesthetic requirements for the walls.
The lateral soil pressures acting.on the retaining walls depend on. the nature, density and configuration of the
soil behind the wall and the.amount of lateral wall movement which can occur as backfill is placed. For walls
that are free to yield at the top at least 0.1 pe�cent of the height of the wall, soil pressures will be less than if
movement is limited. Assuming that the walls are backfilled and drainage is provided as discussed ab - ove,
we recommend that yielding walls supporting horizontal backfill be designed.using active earth pr�ssures.
Non -yielding walls supporting horizontal backfill be designed using at -rest earth pressures.
..R6tainingWall Design P.�rarneters'.
Unit Weight (pcf) 125�
Friction Angle (degrees) 35
Active Earth Pressure (pcf) - triangular distribution 35H
At Rest Earth P ressure (pcf) - triangular distribution 55H
Sel smic Pressure (psf) - uniform distribution 7H
Drainage and Waterproofing
We recommend that perimeter foundation drains be installed around the basement of the new.residence
and garage, as well as around the accessory building. As discussed above in the "Retaining Walls" section,
either foundation drains or weep holes should be provided for the miscellaneous retaining walls on site. For
the in -ground trampoline . , an area drain should also be provided.
The drains should be provided with cleanouts and should consist of a 4-inch-diameter perforated pipe placed
on a 4-inch-thick bed of, and surrounded by 6 inches of, drainage aggregate enclosed in a non -woven
geotextile fabric such as Mirafi 140N (or approved equivalent) to,prevent fine soil from migrating into the
drain material. Gradation recommendations for the drainage aggregate are presented below in the
"Earthwork" section of this report.
We recommend that the perforated drain pipe consist of either heavy -wall solid pipe (SDR-35 polyvinyl
chloride [PVC], or equivalent) or rigid corrugated smooth interior polyethylene. pipe (ADS N-12, or equivalent).
We also recommend against using flexible tubing for drainpipes. The drains should be sloped to drain by
gravity, if practicable, to a suitable discharge point. Werecommend that the cleanouts be covered.and be
placed in flush -mounted utility boxes. Water collected in roof downspout lines must not be routed to the
foundation. drain lines.
GMENGINIEIER�.�
LL
File No. 20718-001-00
i7528 Talbot Road Proposed Residen jo ctober 15, 2012 Page 5
LIMITATIONS
We have prepared this report for the exclusive use of Denny and Holly Onslow and their authorized agents for
the proposed residence at 11528 Talbot Road in Edmonds, Washington. Our report and interpretations
should not be construed as a warranty of the subsurface conditions.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of geotechnical engineering in this area at the time this report was
prepared. No warranty or other conditions, express or implied, should be understood.
Our services were provided for a proposed residence that will extend into an environmentally critical area
setback. However, all construction on or near slopes involves risk, only part of which can be mitigated
through . qualified engineering and construction practices. Favorable performance of structures in the near
term does not imply a certainty of long-term performance, especially under conditions of adverse weather or
seismic activity.
Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if
provided and any attachments are only a copy of the original document. The original document is stored by
GeoEngineers and will serve as the official document of record.
Please refer to Attachment A titled "Report Limitations and Guidelines for Use" for additional information
pertaining to use of this report.
:%
GEoENGINEER�.�
File No. 20718-001-00
17528 Talbot Road Proposed Residpil ctober 15, 2012 Page 6
10), Ol
We trust that this report provides the information you require. Please contact us if you have any questions
regarding the inf6rmation and recommendations presented in this report.
Sincerely,
-GeoEngineers, Inc.
-t
,AY D
o
4�42L'
Timothy D. Dailey, PE o McFadden, PE, LEG
Project Engineer, Principal
TDBJJM:csv
Attachment:
Attachment A.Report Limitations and Guidelines for Use
Disclaimer Any electronic form, facsimile or hard copy of the original document (em*ail,.text, table, and/or figure), if provided, and any attachments are only a copy of
the original document. The original document is stored by GeoEngineers, Inc. and willserve as the official document of record.
Copyright@ 2012 by GeoEngineers, Inc. All rights reserved.
GEoENGIN-EER��r
File No. 20712-001-00
ATTACHMENT A
Report Limitations and Guidelines for Use
17528 Talbot Road Proposed Residele October 15, 2012 Page A-1
ATTACHMENT A
REPORT LIMITATIONS AND GUIDELINES FOR USE'
This attachment provides information to help you manage your risks with respect to the use of this report.
Geotechnical Services Are Performed For Specific Purposes, Persons and Projects
This report has been prepared for the exclusive use by Denny and Holly Onslow and their authorized
agents. This report May be made available to agencies for review. This report is not intended for -use by
others, and the information contained herein is not applicable to other sites.
GeoEngineers structures our services to meet the specific needs of our clients. For example,
geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a
construction contractor or even another civil engineer or architect that are involved in the same project.
Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report
is unique, prepared solely for the specific client and project site. No other party except Denny and Holly
Onslow and their authorized agents may rely on the product of our services unless we agree in advance to
such reliance and the additional party of reliance agrees, in writing,. to be bound by the terms and
conditions under which these services have been performed. this is, to provide our firm with reasonable
protection against Open-ended liability claims by third parties with whom there would otherwise be no
contractual limits to their actions.
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with our Agreement with the Client and generally accepted geotechnical practices in this area at the time
this report was prepared. This report should not be applied for any purpose or project except the one
originally contemplated.
A Geotechnical Engineering Or Geologic Report Is Based On A Unique Set Of Project -Specific Factors
This report has been prepared for evaluation of the proposed residence at 17528 Talbot Road in
Edmonds, Washington. GeoEngineers considered a number of unique,, project. specific factors when.
establishing the scope of services for this project and report., Unless GeoEngineers specific ally indicates
otherwise, do not rely on this report if it was:
m not prepared for you;
m not prepared for yo'ur project;
m not prepared for the specific site explored; or
m completed before important project changes were made.
1 Developed based on material provided by ASFT, Professional Firms Practicing in the Geosciences; www.asfe.org.
17528 Talbot Road P roposed Resid October 15, 2012 Page A-2
For example, changes that can affect the applicability of this report.include those that affect:
m- the function of the proposed structures;
• elevation, configuration, location, orientation or loads of the proposed structures;
• composition of the design team; or
• project ownership.
If important changes are made after the date of this report, GeoEngineers should be, given the opportunity
to review our interpretations and recommendations and provide written modifications or confirmation, as
appropriate.
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study was
performed.' The findings and. conclusions 'of this report may be affected by the 'passage of time, by
m.anmade events such as construction on or adjacent to. the site, or by natural events such as floods,
earthquakes, slope instability or groundwater fluctuati ons. Always contact GeoEngineers before applying
a report to determine'if it remains applicable.
Most Geotechnical And Geologic Findings Are Professional Opinions
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site. Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. GeoEngineers reviewed field data and then
applied our professional judgment to. render an opinion about subsurface conditions throughout the site.
Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report.
Our report, conclusions and interpretations should not be construed as a warranty of the subsurface
conditions.
Kil
Geotechnical Engineering Report Recommendations Are Notfinal
Do . not over -rely on the preliminary construction recommendations included in this report. These
recommendations are not final, because they were developed principally from GeoEngineers' professional
judgmen t and opinion. GeoEngineers' recommendations can be finalized only by observing actual
subs.urface'c6nditions revealed during construction. GeoEngineers cannot assume responsibility or
liability for this report's recommendations if we do not perform construction observation..
Sufficient monitoring, testing and consultation -by GeoEngineers should be provided during construction to
confirm that the conditions encountered are consistent with those indicated by the explorations, to
provide recommendations for design changes should the conditions revealed during the work differ from
those anticipated, and to evaluate whether or not earthwork and foundation installation activities are
completed in accordance with our - recommendations. Retaining GeoEngineers for construction
observation for this project is the most effective, method of managing the risks associated with
unanticipated conditions.
F'7777
z) GEoENGINEER
File No. 20718-001-00
17528 Talbot.Road Proposed Residelle October 15, 2012 Page A-3
A Geotechnical Engineering Or Geologic Report Could Be Subject To Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems. You could
lower that risk by having GeoEngineers confer with appropriate members of the design team after
submitting the report. Also retain GeoEngineers to rev iew pertinent elements. of the design team's plans
and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report.
Reduce that risk by having GeoEn gineers participate in pre -bid and preconstruction conferences, and by
providing construction observation.
Do Not Redraw The Exploration Logs
Geotechnical engineers and geologists prepare final 'boring and test pit logs based upon their
interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a
ge . otechnical engineering or geologic reports . hould never be redrawn for inclusion in architectural or other
design drawings. Only photographic or electronic reproduction is acceptable, but.recognize that
separating logs from the report can elevate risk.
Give Contractors A Complete Report And Guidance
Some owners and design professionals believe they can make contractors liable for unanticipated
subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems,
give contractors the complete geotechnical engineering or geologic report, but preface it with a clearly
Written letter of transmittal. In that letter, advise contractors that the report was not prepared for
purposes of bid development and that the report's accuracy is limited; encourage. them to confer with
GeoErigineers and/or to conduct additional study to obtain the specific,types Of information they need or
prefer . A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform
additional study.: Only then* might an owner be in a position to give contractors the best i - nformation
available, while. requiring �them to at . least share the financial responsibilities stemming from
unanticipated conditions. Further, a contingency for unanticipated conditions should, be included in your
project budget and schedule.
Contractors Are Responsible For Site Safety On Their Own Construction Projects
Our geotechnical recommendations are not intended to direct the contractor's procedures, methods,
schedule or. management of the work site. The contractor is solely responsible for job site safety and for
managing construction operations to minimize risks to on -site personnel and to adjacent properties.
Read These Provisions Closely
Some clients, design professionals and contractors may not recognize that the geoscience practices
(geotechnical engineering or geology) are- far less exact than other engineering and natural science -
disciplines. This lack of understanding. can create unrealistic expectations that could lead to -
disappointments, claims and disputes. GeoEngineers includes these explanatory 'Jimitations". provisions
in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these
"Report Limitations and Guidelines for Use". apply to your project or site.
Geotechnical, Geologic And Environmental Reports Should Not Be Interchanged
The equipment, techniques and personnel used to perform an environmental study differ significantly
from those used to perform a geotechnical or geologic study and vice versa. For that reason, a
777 7`�'7-7'77.
GWENGINEER��r
File No. 20718-001-00
17528 Talbot Road Proposed Resido October 15, 2012 Page A-4
geotechnical engineering or geologic report does not usually relate any environmental findings,
.conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Similarly, environmental reports are not used to address geotechnical or
geologic concerns regarding a'specific project.
Biological Pollutants
GeolEngineers' Scope of * Work specifically excludes the investigation, detection, prevention, or
assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report
includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting,
preventing, assessing, or abating Biological. Pollutants. The term "Biological Pollutants'� includes, but is'
not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts.
77, —7= 7,,,- =7 �777--
GEo ENGINEERS
File No. 20718-001-00
GEoENGINEER��r
Plaza 600 Building
600 Stewart Street, Suite 1700
Seattle, Washington 98101
206.7208-2674
August 2, 2012 STREET FILE
Denny and Holly Onslow
621 Wellington Avenue
Seattle, Washington 98122
Subject: Geotechnical Engineering Services
Revised Critical Areas Report RECEIVED
17528 Talbot Road
Edmonds, Washington 4UG 27 2012
File No. 20718-001-00 DEVELOPMENT SERVICES
COUNTER
INTRODUCTION AND PROJECT UNDERSTANDING
This letter presents the results of our geotechnical
engineering services for the proposed residence located
at 17528 Talbot Road in Edmonds, Washington. The
site is shown relative to surrounding improvements on
the Site Plan, Figure 1. We completed our services in
general accordance with our proposal dated
July 23, 2012. This letter has been revised from the
version issued July 27, 2012 to include
recommendations regarding on -site infiltration of
t
stormwater.
According to preliminary plans, the proposed residence
will be located in the same general vicinity as the
I
existing residence, although slightly further to the
AX
northwest. The proposed residence will be supported on
columns and shallow foundations, independent of the
foundation system supporting the existing residence.
V
Portions of the basement of the existing residence will
be retained for use as a crawlspace and storage. A deck
will also be constructed on the northwest (downslope)
side of the residence.
We understand that the City of Edmonds has identified
Photograph 1. Looking down from top of steep slope toward BNSF
ra ilroad tracks and Puget Sound
the need for a geotechnical assessment due to the
13e-0 Z-017, 0-73'rs—'
1 0
17528 Talbot Road Proposed Residence I August 2, 2012
41
Page 2
Is
erosion and landslide hazards at the site, based on the Critical Areas Determination from the city dated
May 24, 2012. The city of Edmonds Municipal Code (EIVIC) Chapter 23.80 specifies a landslide hazard area
buffer of 50 feet. In addition EIVIC Chapter 23.40.280 specifies a 15-foot building setback. This letter is
intended to serve as a Critical Areas Report for the project to address the geologically hazardous areas
requirements specified in EIVIC Chapter 23.
SITE CONDITIONS
The site is a narrow rectangular parcel 0.62 acre in size,
oriented in a southeast -northwest direction, as shown on
the Site Plan, Figure 1. The site is bounded by Talbot Road
on the southeast, the BNSF railroad on the northwest and
residential properties on the other two sides. The site
generally slopes down from southeast (Elevation 87 feet) to
northwest (Elevation 45 feet) with grades of up to
25 percent across most of the site, with a sharp drop-off at
the northwest edge of the property. There is a grade
difference of approximately 30 feet from the top to the
bottom of this steep slope area, which extends beyond the
property line. Photograph 1 on the previous page shows
this steep slope area from above, and Photograph 2 to the
right shows this steep slope area from below, at the level of
the BNSF tracks.
g
0�;
The existing residence is located in a gently -sloping area of
the site. Vegetation on the upper portion of the site
includes trees and landscaping extending to the top of the
steep slope. Vegetation on the steep slope generally Photograph 2. Looking up from base of steep slope toward site
consists of vines, brush, and several deciduous trees with pistol -butted trunks (one tree with a pistol -butted
trunk is visible in Photograph 2). There is also a large pile of accumulated yard waste that was dumped on
the slope in previous years, as shown in Photograph 3 below.
Stormwater drains for the site have been collected
into a tightline that extends to the base of the slope
(as shown in Photograph 2), where the tightline
discharges into a ditch along the BNSF railroad
tracks, eventually draining through a culvert into
Puget Sound.
Regional Geology
We reviewed the "Geologic Map of the Edmonds East
and part of the Edmonds West quadrangles,
Washington" by J.P. Minard, dated 1983. The geology
in the vicinity of the site is mapped as glacial till.
Photograph 3. Accumulated yard waste on slope
GEoENGINEER
File No. 20718-001-00
I I 1 0
17528 Talbot Road Proposed Residence I August 2, 2012 Page 3
We also reviewed the online Washington State Department of Natural Resources surface geology database.
Based on this mapping, the site is located in an area of transition between glacial till and advance outwash,
with the advance outwash located at a lower elevation and west of the glacial till.
Glacial till is generally a medium dense to very dense, unsorted mixture of clay, silt, sand and gravel
deposited below glaciers. In the greater Seattle area, glacial till is often underlain by advance outwash and
glaciolacustrine deposits. Advance outwash is generally a dense to very dense well sorted sand and gravel
with occasional silt lenses, deposited from streams emanating from advancing glaciers. The glaciolacustrine
deposits generally consist of very stiff to hard silts and clays deposited in pro -glacial lakes.
Environmentally Critical Areas
The City of Edmonds Municipal Code (EMC) defines slopes of 15 to 40 percent as erosion hazards and
slopes greater than 40 percent as landslide hazards. Based on this definition, most of the site is classified
as an erosion hazard area, with only the far northwest edge of the site classified as a steep slope hazard
area, as shown on the Site Plan, Figure 1. Based on our review of a draft inventory map prepared for the City
of Edmonds, this is also how the site has been mapped by the city.
The Washington State Department of Ecology Coastal Atlas shows the upper portions of the site mapped as
stable, with the steep slopes mapped as unstable.
GEOLOGIC RECONNAISSANCE
We visited the site on July 24, 2012 to complete a geologic reconnaissance of the site and adjacent steep
slope area.
Subsurface Conditions
We observed several open excavations on the property and completed hand holes around the site to
evaluate the subsurface conditions. Based on our observations, the undisturbed native soils on the
gently -sloping portions of the site are glacial till, consistent with the geologic mapping.
Most of the steep slope area is overgrown with vegetation and inaccessible. However, we were able to use a
ladder to climb down the slope at the south edge of the site, as shown in Photograph 2. We observed that
the soils on the face of the slope generally consisted of sand with variable silt and gravel content. The face
of -the slope is highly disturbed, with numerous voids due to burrowing by large animals (possibly otters).
Although we could not see areas of undisturbed native soils, the soils appeared to be advance outwash,
consistent with the geologic mapping.
Slope Stability
We observed that there are several small rockeries on site that are in generally poor condition. The rocks are
rounded and it appears that the poor conditions of the rockeries are due to poor construction, rather than
instability. We did not observe signs of instability in the gently -sloping portions of the site.
We observed that there are several deciduous trees on the steep slope with pistol -butted trunks. We did not
observe signs of seepage on the steep slope. Although we observed numerous areas of exposed, loose soil
on the steep slope, it is difficult to determine what is due to slope instability and sloughing, and what is due
F
GEoENGINEER��r
File No. 20718-001-00
17528 Talbot Road Proposed Residence I August 2, 20:12 Page 4
Is
to animal burrowing. However, it appears that the slope has experienced numerous small, surficial slope
failures in the past, which is consistent with steep slopes in the Greater Seattle Area.
As previously noted, we observed a large amount of yard waste piled on a portion of the slope, as shown in
Photograph 3. In our experience, this tends to increase the weight on the slope and can result in an
increased risk of slope failure. We generally recommend this practice cease and that the yard waste be
removed from the site. However, given the limited access available to this area, it is not likely feasible to
haul the yard waste off site.
CONCLUSIONS
General
The following sections describe our conclusions and recommendations, including a landslide hazard area
buffer reduction. The adoption of these recommendations is consistent with EIVIC Chapters 23.80.060 and
23.80.070 and will not increase the risk to the site or adjacent properties, nor impact other critical areas.
The predevelopment condition of the slope will be maintained or improved by adoption of these
recommendations.
Environmentally Critical Areas
Erosion Hazard Area
The upper landscaped portion of the site is a low risk of erosion hazard. We recommend, however, that
appropriate erosion control best management practices (BIVIPs) be used during construction and appropriate
landscaping installed for permanent stabilization of the site. In accordance with EMC Chapter 23.80.070,
A.2, it is our opinion that the proposed residence and site redevelopment will not increase surface water
discharge or sedimentation to adjacent properties beyond predevelopment conditions, decrease slope
stability on the site or adjacent properties; and will not adversely impact other critical areas.
Landslide Hazard Area - Minimum Buffer and Building Setback
Based on our observations of the steep slope area, it is our opinion that this area has a significant risk of
ongoing instability, likely characterized by continuing shallow surficial slope failures that result in debris
moving clownslope toward the BNSF tracks and encroachment of the top of slope into the yard area above.
We recommend that the owner not place additional yard waste on the slope and periodically inspect the
tightlines to confirm that they are connected properly and are not discharging concentrated water onto the
slope. Additionally, we recommend that the owner continue to keep the gate in the chain link fence locked to
prevent access to the landslide hazard area.
In accordance with Edmonds City Code 23.80.70 A.1, it is our opinion that a minimum buffer of 35 feet
should be used for the landslide hazard area, along with a building setback of 15 feet, per EIVIC Chapter
23.40.280. The recommended buffer and building setback are shown on the Site Plan, Figure 1. Per EIVIC
Chapter 23.40.280, uncovered decks are allowed in the building setback area. This buffer of 35 feet is
slightly greater than the height of the slope, and it is our opinion that this reduced buffer and building
setback are consistent with protection against property damage or injury from landsliding.
GEoENGINEER
File No. 20718-001-00
17528 Talbot Road Proposed Residence I August 2, 2012
0 Page 5
0
Stormwater Management
Subsurface conditions at the site consist of glacial till and it is our opinion and experience that a design
infiltration rate of less than 0.25 inches per hour is typically appropriate for glacial till. However, it is also our
opinion that on -site infiltration would likely increase the risk of slope instability in the landslide hazard area.
We therefore recommend against on -site infiltration of stormwater. Stormwater should be collected and
directed to the storm sewer system or else tightlined to the base of the steep slope area.
LIMITATIONS
We have prepared this report for the exclusive use of Denny and Holly Onslow and their authorized agents for
the proposed residence at 17528 Talbot Road in Edmonds, Washington. Our report and interpretations
should not be construed as a warranty of the subsurface conditions.
Within the limitations of scope, schedule and budget, our services have been executed in accordance with
generally accepted practices in the field of'geotechnical engineering in this area at the time this report was
prepared. No warranty or other conditions, express or implied, should be understood.
Our services were provided for a proposed residence that will extend into an environmentally critical area
setback. However, all construction on or near slopes involves risk, only part of which can be mitigated
through qualified engineering and construction practices. Favorable performance of structures in the near
term does not imply a certainty of long-term performance, especially under conditions of adverse weather or
seismic activity.
Any electronic form, facsimile or hard copy of the original document (email, text, table and/or figure), if
provided and any attachments are only a copy of the original document. The original document is stored by
GeoEngineers and will serve as the official document of record.
Please refer to Attachment A titled "Report Limitations and Guidelines for Use" for additional information
pertaining to use of this report.
File No. 20718-001-00
GWENGINEER��
17528 Talbot Road Proposed Residcnce August 2. 2012
0 Page 6
We trust that this report provides the information you require. Please contact us if you have any questions
regarding the information and recommendations presented in this report.
Sincerely,
GeoEngineers, Inc.
Timothy D. Bailey, PE Bo McFadden, PE, LEG
Project Engineer Prin cipal
TDBJJM:smi
Attachments:
Figure 1. Site Plan
Attachment A. Report Limitations and Guidelines for Use
Disclaimer. Any electronic form, facsimile or hard copy of the original document (email, text, table, and/orfigure), if provided, and any attachments are only a copy of
the original document. The original document is stored by GeoEngineers, Inc. and will serve asthe official document of record.
Copyright@ 2012 by GeoEngineers, Inc. All rights reserved.
60�.'
GEoEINIGIIINIEER��
File No. 207IS-C-01-00
!1 11
atz- ��
1 12 Q,
fj 11 11
I CL �
Notes
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LANDSLIDE HAZARD AREA PROPOSED DECK EXISTING HOUSE PROPOSED HOUSE
(PRELIMINARY) FOOT PRINT FOOT PRI�T
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15-FOOT
RECOMMENDED
35-FOOT BUFFER
BUILDING
061
SETBACK
41,
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1. The locations of all features shown are approximate.
2. This drawing is for information purposes. It is intended to
assist in showing features discussed in an attached
document. GeoEngineers, Inc. cannot guarantee the
accuracy and content of electronic files. The master file is
stored by GeoEngineers, Inc. and will serve as the official
record of this communication.
Reference: Base drawing "Sheet C3.0, Site Plan of Onslow
Residence" by Mcclellan Architects dated 7-19-2012.
20 0 20
"Mm� —
FEET
Site Plan
Onslow Residence
17528 Talbot Road
Edmonds, Washington
GWENGINEER��r
Figure 1
0 .0
0
ATrACHMENT A
Report Limitations and Guidelines for Use
17528 Talbot Road Proposed Residence 1 August 2, 2012 Page A-1
0
ATTACHMENT A
REPORT LIMITATIONS AND GUIDELINES FOR USEJL
This attachment provides information to help you manage your risks with respect to the use of this report.
Geotechnical Services Are Performed For Specific Purposes, Persons and Projects
This report has been prepared for the exclusive use by Denny and Holly Onslow and their authorized
agents. This report may be made available to agencies for review. This report is not intended for use by
others, and the information contained herein is not applicable to other sites.
GeoEngineers structures our services to meet the specific needs of our clients. For example, a
geotechnical or geologic study conducted for a civil engineer or architect may not fulfill the needs of a
construction contractor or even another civil engineer or architect that are involved in the same project.
Because each geotechnical or geologic study is unique, each geotechnical engineering or geologic report
is unique, prepared solely for the specific client and project site. No other party except Denny and Holly
Onslow and their authorized agents may rely on the product of our services unless we agree in advance to
such reliance and the additional party of reliance agrees, in writing, to be bound by the terms and
conditions under which these services have been performed. This is to provide our firm with reasonable
protection against open-ended liability claims by third parties with whom there would otherwise be no
contractual limits to their actions.
Within the limitations of scope, schedule and budget, our services have been executed in accordance
with our Agreement with the Client and generally accepted geotechnical practices in this area at the time
this report was prepared. This report should not be applied for any purpose or project except the one
originally contemplated.
A Geotechnical Engineering Or Geologic Report Is Based On A Unique Set Of Project -Specific Factors
This report has been prepared for evaluation of the proposed residence at 17528 Talbot Road in
Edmonds, Washington. GeoEngineers considered a number of unique, project specific factors when
establishing the scope of services for this project and report. Unless GeoEngineers specifically indicates
otherwise, do not rely on this report if it was:
• not prepared for you;
• not prepared for your project;
• not prepared for the specific site explored; or
• completed before important project changes were made.
1 Developed based on material provided by ASFE, Professional Firms Practicing in the Geosciences; www.asfe.org.
17528 Talbot Road Proposed Residence I August 2, 2012
0
Page A-2
0
0
For example, changes that can affect the applicability of this report include those that affect:
• the function of the proposed structures;
• elevation, configuration, location, orientation or loads of the proposed structures;
• composition of the design team; or
• project ownership.
If important changes are made after the date of this report, GeoEngineers should be given the opportunity
to review our interpretations and recommendations and provide written modifications or confirmation, as
appropriate.
Subsurface Conditions Can Change
This geotechnical or geologic report is based on conditions that existed at the time the study was
performed. The findings and conclusions of this report may be affected by the passage of time, by
manmade events such as construction on or adjacent to the site, or by natural events such as floods,
earthquakes, slope instability or groundwater fluctuations. Always contact GeoEngineers before applying
a report to determine if it remains applicable.
Most Geotechnical And Geologic Findings Are Professional Opinions
Our interpretations of subsurface conditions are based on field observations from widely spaced sampling
locations at the site, Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. GeoEngineers reviewed field data and then
applied our professional judgment to render an opinion about subsurface conditions throughout the site.
Actual subsurface conditions may differ, sometimes significantly, from those indicated in this report.
Our report, conclusions and interpretations should not be construed as a warranty of the subsurface
conditions.
Geotechnical Engineering Report Recommendations Are Not Final
Do not over -rely on the preliminary construction recommendations included in this report. These
recommendations are not final, because they were developed principally from GeoEngineers'.professional
judgment and opinion. GeoEngineers' recommendations can be finalized only by observing actual
subsurface conditions revealed during construction. GeoEngineers cannot assume responsibility or
liability for this report's recommendations if we do not perform construction observation.
Sufficient monitoring, testing and consultation by GeoEngineers should be provided during construction to
confirm that the conditions encountered are consistent with those indicated by the explorations, to
provide recommendations for design changes should the conditions revealed during the work differ from
those anticipated, and to evaluate whether or not earthwork and foundation installation activities are
completed in accordance with our recommendations. Retaining GeoEngineers for construction
observation for this project is the most effective method of managing the risks associated with
unanticipated conditions.
GEo ENGINEER��r
File No. 20718-001-00
17528 Talbot Road Proposed Residen6e I August 2, 2012 Page A-3
A Geotechnical Engineering Or Geologic Report Could Be Subject To Misinterpretation
Misinterpretation of this report by other design team members can result in costly problems. You could
lower that risk by having GeoEngineers confer with appropriate members of the design team after
submitting the report. Also retain GeoEngineers to review pertinent elements of the design team's plans
and specifications. Contractors can also misinterpret a geotechnical engineering or geologic report.
Reduce that risk by having GeoEngineers participate in pre -bid and preconstruction conferences, and by
providing construction observation.
Do Not Redraw The Exploration Logs
Geotechnical engineers and geologists prepare final boring and test pit logs based upon their
interpretation of field logs and laboratory data. To prevent errors or omissions, the logs included in a
geotechnical engineering or geologic report should never be redrawn for inclusion in architectural or other
design drawings., Only photographic or electronic reproduction is acceptable, but recognize that
separating logs from the report can elevate risk.
Give Contractors A Complete Report And Guidance
Some owners and design professionals believe they can make contractors liable for unanticipated
subsurface conditions by limiting what they provide for bid preparation. To help prevent costly problems,
give, contractors the complete geotechnical engineering or geologic report, but preface it with a clearly
written letter of transmittal. In that letter, advise contractors that the report was not prepared for
purposes of bid development and that the report's accuracy is limited; encourage them to confer with
GeoEngineers and/or to conduct additional study to obtain the specific types of information they need or
prefer. A pre -bid conference can also be valuable. Be sure contractors have sufficient time to perform
additional study. Only then might an owner be in a position to give contractors the best information
available, while requiring them to at least share the financial responsibilities stemming from
unanticipated conditions. Further, a contingency for unanticipated conditions should be included in your
project budget and schedule.
Contractors Are Responsible For Site Safety On Their Own Construction Projects
Our geotechnical recommendations are not intended to direct the contractor's procedures, methods,
schedule or management of the work site. The contractor is solely responsible for job site safety and for
managing construction operations to minimize risks to on -site personnel and to adjacent properties.
Read These Provisions Closely
Some clients, design professionals and contractors may not recognize that the geoscience practices
(geotechnical engineering or geology) are far less exact than other engineering and natural science
disciplines. This lack of understanding can create unrealistic expectations that could lead to
disappointments, claims and disputes. GeoEngineers includes these explanatory "limitations" provisions
in our reports to help reduce such risks. Please confer with GeoEngineers if you are unclear how these
"Report Limitations and Guidelines for Use" apply to your project or site.
Geotechnical, Geologic And Environmental Reports Should Not Be Interchanged
The equipment, techniques and personnel used to perform an environmental study differ significantly
from those used to perform a geotechnical or geologic study and vice versa. For that reason, a
GWENGINEER��r
File No. 20718-001-00
17528 Talbot Road Proposed Residence I August 2, 2012
Page A-4
P�
0
geotechnical engineering or geologic report does not usually relate any -environmental findings,
conclusions or recommendations; e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Similarly, environmental reports are not used to address geotechnical or
geologic concerns regarding a specific project.
Biological Pollutants
GeolEngineers' Scope of Work specifically excludes the investigation, detection, prevention, or
assessment of the presence of Biological Pollutants in or around any structure. Accordingly, this report
includes no interpretations, recommendations, findings, or conclusions for the purpose of detecting,
preventing, assessing, or abating Biological Pollutants. The term "Biological Pollutants" includes, but is
not limited to, molds, fungi, spores, bacteria, and viruses, and/or any of their byproducts.
LJ GMENGINEER��
File No. 20718-001-00
COUGHLINPORTERLUND& is
I November 14, 2012
:E
Storm Water Reviewer
City of Edmonds, WA
121 5' Avenue North
Edmonds, WA 98020
RE- Onslow Residence, 17528 Talbot Road
Site Storm Water design
Dear Reviewer:
The Storm Water design for the Onslow Residence at 17528 Talbot Road has been designed per City of
Edmonds Development Information bulletin #E72.
The parcel is approximately 0.62-Acres in the northwest area of the city. It fronts onto Puget Sound. All
of the surface water from this site currently runs directly to Puget Sound through a swale and culvert
under the railroad tracks. The existing site has a small piped collection system that is tight -lined to the
bottom of a steep slope on the western edge of the property. This system currently collects surface
water from roof and driveway areas, and discharges it to the Swale and culvert at the railroad, similar to
all the other properties in this area. Current lot impervious coverage is approximately 6,800-SF including
the existing house and asphalt driveway. The existing driveway is about 3, 1 00-SF in area. The existing
house and driveway were built in 1958, per Snohomish County records.
The proposed development will demolish most of the existing house, and build a new one on essentially
the same footprint. The existing basement will remain, and most of it will form the basement of the new
house. The new house and site improvements will have slightly more coverage, about 4,600-SF total, and
the driveway will be replaced, in -place (exempt area).
Due to the steep slope at the west of the property, the geotechnical engineer has recommended not
infiltrating water on the site, (see the critical areas report by GeoEngineers, dated August 2, 2012). For
this reason low impact, infiltrative storm water measures have not been applied to this site.
Roof drains, site area drains and footing drains will be connected to the existing storm pipe on the south
edge of the property. The slight increase in impervious coverage (less than 1,000-SF) will result in an
almost negligible change in run off from the site (see attached calculations).
Surface water collected from roof and pavements will be collected and routed to the existing pipe down
the hill, this pipe will be intercepted before it goes over the steep slope and directed in a new 6-inch pipe
across the neighboring property to a City of Edmonds storm system (@ CB #2-219) south of the
neighbor's property. This system is piped down the slope, and crosses the railroad for discharge in Puget
Sound. The remainder of the existing storm system from this site to the railroad will be abandoned or
removed from the point of connection with the new system to the railroad. The owner J1 n an
easement for the new pipe across the neighboring property.
NOV 2012
"U"Olm3 DEP
crry; 01: el) `IRTMEwr
3TH'EET FILE MOOVJJS
413 PINE STREET - SUITE 300 - SEATTLE. WA 98 101 - P: 206/343-0460 - R 206/343-5691
7 __r3,FL--
Onslow Residence, 17528 Ta1@Rd 2 0 November 14, 2012
During construction TESC measure will be applied as appropriate for season and the type of work under
way see the TESC plan and details (C2.00 & C2. 1) in the drawing set. A straw wattle barrier will be
installed downstream of the disturbed area, and the existing drive will be maintained for site access.
Weather and site dependent changes to this plan may be needed during construction.
Vegetated areas disturbed during this re -development will be restored with Compost Amended Soil per
City of Edmonds Policy, as detailed in Handout #E72C.
When complete, surface water from the new and replaced impervious surfaces will be tight -lined to new
offsite system that will connect to an existing City of Edmonds storm system, for discharge to Puget
Sound. The slight increase in impervious coverage over the existing site conditions will not result in any
significant change to surface water rates or quantities discharged from the site. Due to the steep slopes,
infiltrative low -impact storm water mitigation measures are not proposed, based on geotechnical
engineer's recommendations.
Please contact me if there are any questions regarding the site and drainage design of this project.
Sincerely,
C:oughlin fFPo r Lundeen, Inc.
Kenneth A. Wiersema P.E.
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Total impervious -7,660-SF
Pnoject: Onslow Residence, Edmonds, WA Desis 2
Project No: Client Checked By. Sheet
413 PINE STREET - SUITE 300 - SEATTLE, WA 98 101 - P: 206/343-0460 F: 206/343-5691 www.cplinc.com
I of EbAf
City of Edmon&
Site Classification Worksheet 11 4''0
Page I of 2 /,7,. 1 %916
The project's Site Classification will dictate the specific stormwater management
requirements applicable to your site. Completing this worksheet will help determine the amount of
regulated impervious surface and whether your project falls into the classification of a Small Site
(Category I or Category 2), or a Minor Site. Please reference the GlossaLy (Pp. 10- 11), Figures D and
E, (pp. 8-9), and Examples (pp. 11-12), to assist with completion of this worksheet.
1) Is Permeable Pavement' Proposed For Use on this Site? El Yes Y No
Refer to Stormwater Supplement Chapter 5.1
If YES, the subject area is to be considered impervious for initial site classification purposes. Include total
permeable pavement area in the calculation of Non -Regulated, Replaced and/or New impervious surface
areas in the table below.
2) Determine the Amount and Type of Existing & Proposed Impervious Surface for the Site
Refer to Stormwater Supplement Chapter 2 and Fig. C
Line 1: Identify the Non -Regulated Impervious Surface Area.
Line 2: Identify the Replaced Impervious Surface Area, dividing the total between Exempt and Regulated; either or both
may be zero. Note: For project classification purposes, Replaced Impervious may only be considered exempt
under certain conditions. Refer to the Glossary and Figure D.
Line 3: Identify the New Impervious Surface Area for your project. All impervious areas created post -July 7, 1977 or
after the date of annexation into the City are regulated & should be included in this total unless they can be
categorized separately as a Replaced -Regulated area.
Line 4: Enter the sum of the total Replaced -Regulated plus the total New impervious areas.
Line 5: Identify the total area currently mitigated by an existing city -approved stormwater management system.
Line 6: Enter the sum of the value in Line 4 less the value in Line 5 to identify the total Regulated area in which
stormwater controls have not yet been applied.
Line 7: Identify the total area proposed to be mitigated through the use of Low Impact Development Techniques.
Line 8: Identify the total area proposed to be mitigated through conventional Stormwater Management Techniques.
** Provide a copy of the following table on the drainage plan sheet for the proposed project **
Line
Type
Area (square feet)
1.
Non -Regulated
None
Exempt
Regulated
2.
Replaced
3,085-SF Driveway
13,715-SF Replaced House
860-SF House & Walks
3.
4.
New (Post 1977) 4 4 4 4 4 4 4 4 4 +
Total Regulated Impervious Area
Mitigation required if in excess of 200
4,575-SF
5.
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
O-SF
4,575-SF
7.
Area Proposed to be Mitigated by Low Impact Development Techniques
O-SF
8.
Area Proposed to be Mitigated through Conventional SWM Techniques
4,575-SF
Note: Due to steep slopes, geotechnical engineer recommends not using infiltrative storm water measures on this site.
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open celled paving grids, or plastic lattices filled with turf or stone)
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 5 of 12
City of Edmo7ds
Site Classification Worksheet
Page 2 of 2
OV ED4f
3) Determine the Total Area of Land Disturbing Activity 18,000 sf
Refer to Stormwater Supplement Chapter 8
14) Determine the Quantity of Grading, Fill and/or Excavation 341 -cy I
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or El Yes El No
Landscaped Area?
6) Identify the Watershed the Existing Site Runoff Discharges to
Refer to Stormwater Supplement Chapter 2.3
Based on Site Location and Watershed Map — Figure-C. Check all that apply.
A. FX-1 Direct Discharge B. El Creek or Lake Basin
ci Edmonds Way Basin
50 Puget Sound Basin
ci Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
N Small Site - Category 1 El Small Site - Category 2 El Minor Site
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 6 of 12
Figure-C
City of Edmonds WatershedS2
FIGURE 3
CITY OF EDMONDS
WATERSHEDS
Creek or Lake
Direct Discharge (includes Edmonds Way Basin)
M"
Approximate site
7
location
0 1,0W 2.000 4,OW 6A00 8,000
Feet
1 in 2,000 ft
No warranty of any sort,
including accuracy,
fitness, or
merchantability
accompany this product.
Creek
lev
it
G66""* P-4
45
9 Creek
Us Creek
/�-4—
�4& JtL1I I I L
N
A larger version of the Edmonds Watershed Map is available in the Development Services Office and on the City of Edmonds
website at ci.edmonds.wa.us.
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 7 of 12
Figure-D
What Qualifies as Replaced Impervious Surface?
Determining Replaced Impervious Surface Area
(Small and Minor Sites Only)
Yes, Driveway,
Most of new house Is the tmpervious Area being
is on existing removed and replaced with new No Area is NOT considered REPLACED
footprint slight impermeable surface in the impervious surface area
expansion of house same footprint?
coverage Refer to Figure E for regutaffon of Now
InWar vtous %tface *eas
Yes
Yes,House Was the existing impervious area created
dates to prior to 7/7/1977
1958, Per or
County prior to the date the parcel was annexed from
Records Snohomish County?
No k Yes
Is parcel zoned I � Yes
Single -Family Residential?
No
Afea is considered REGULATED REPLACED
impervious surface area
House
Area is considered
EXEMPT REPLACED
Impervious surface area
Driveway
ON
Does the replaced
impervious area replace an
existing driveway, walkway
Dr patio in the same footprini
AND will it remain the same
use after replacement?
No
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 8 of 12
10 0
Figure-E
Regulation of NEW Impervious Surface Areas
for Determining Site Classification
Does the site have any
existing impervious surface
areas
that were created on or after �CNo
after July 7, 1977'?
Yes
Have City -approved stormwater controI63
been applied to all of the existing Yes
Impervious areas?
For example, does the site have an
existing stormwater management system
that collects stormwater runoff Irom all of
the exisfing impervious surfaces?
No
Does the existing impervious area
(not managed by an existing
stormwater system) exceed
2,000sf?
No
All impervious surface areas created
on or after
July 7,19772
Plus
All impervious surface areas
proposed with the project will be
regulated as
Now Impervious Surface Area
Were the existing
Yes impervious areas
constructed pdor to the
parcel being annexed into
the City?
I No
Only those areas proposed
vith the project that are to be
converted from pervious
surfaces (native vegetation,
etc) to impervious surfaces
and permeable pavements
will be regulated as
Now Impervious Surface
Yes
Was a waiver from the requirement to
install a stormwater management
system granted for the existing
Impervious area?
No
Yes
Note: For the purpose of this flowchart, it is assumed that all existing impervious surface will remain after the proposed project is complete.
If any existing impervious surface will be demolished for this project, the project may contain a combination of new and replaced
impervious surface. See Glossary, p. 10- It.
Mitigation requirements are based on the total cumulative impervious area created on a project site since July 6, 1977, the effective date of
the City's first drainage control ordinance.
For parcels that were annexed into the City after this date, the date of annexation shall substitute for the effective date of the City's first
drainage control ordinance.
For annexed parcels, a functioning Snohomish County -approved stormwater management facility can substitute for a City -approved
facility.
Revised on 31051.101.1 E72-SWM—Erosion—Control-03.05.12.doc Page 9 of 12
.11/14/12 12:51:34m Coughlin, Porter, Wdeen Inc. page 1
Onslow Residence
17528 Talbot Road
BASIN SUMMARY
BASIN ID: NAME: Proposed 100-yr
SBUH METHODOLOGY
TOTAL AREA ....... ;:
0.41 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
3.20 inches
AREA..:
(q_!_'2_4-Kdk6i9
TIME INTERVAL .... :
10.00 min
CN .... :
90.00
98.00
TC .... :
30.00 min
10.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: ;-0_.'2_0_Cfs, VOL: 0.09
Ac-ft TIME: 480 min
-BASIN ID: 1�01G--old,1
NAME: Existing
100-yr
SBUH METHODOLOGY
TOTAL AREA ....... :
0.41 Acres
BASEFLOWS:
0.00 cfs
RAINFALL TYPE .... :
TYPE1A
PERV
IMP
PRECIPITATION .... :
3.20 inches
AREA..:
_Adfe.§
0 _. 11 -5 A-c--
A_:�47,
TIME INTERVAL .... :
10.00 min
CN .... :
90.00
98.00
TC .... :
30.00 min
10.00 min
ABSTRACTION COEFF:
0.20
PEAK RATE: LO:� VOL: 0.08
Ac-ft TIME: 480 min
L, W\
rcw's-v v0v J vk_1
< '40 v 4, PA -
F--r'�tto-oluus, 111 3 Z-S- 'SF
AJ A -A-) 00
Neti "Pe'gitc,"s
1! 1 0� 5 F 6, 2-4- - 4e-
100_7�_5tce,
#E72
City of Edmonds
Development Information
STORMWATER MANAGEMENT (SWM)
DRAINAGE SYSTEM DESIGN, AND
EROSION & SEDIMENT CONTROL REQUIREMENTS
Stormwater runoff from development, redevelopment, and construction sites is regulated
under Edmonds Community Development Code (ECDC) Chapter 18.30, including
Exhibit A: Edmonds Stormwater Code Supplement (Supplement) and
2005 Department of Ecology Manual
Overall Stormwater Management Approach
This handout contains an overall summary of the requirements and options available to assist an applicant in
designing, constructing, and maintaining stormwater Best Management Practices (BMPs) in the City of
Edmonds to meet the intent of ECDC 18.30. The Stormwater Code Supplement is available for use in our
Development Services Department as well as on the City's Website (www.edmondswa.gov . Please refer to
the Supplement for a more detailed explanation of each requirement. Applicants are encouraged to use the
Classification Worksheet on page 5 of this handout to help determine the requirements for their project.
Step I — Determine Applicability
The first step is to determine if the Stormwater
Management code applies to your project. Use
Figure -A, page 3, in this handout to establish
whether your project or site meets any of the
criteria for "applicability".
Step 2 — Determine Your Project Site's
Classification and Watershed
Determine if your site is classified as a Large Site
Project by using Figure-B, page 4. If you have a
Large Site Project, you do not have to fill out the
Classification Worksheet, page 5 of this handout.
If you do not have a Large Site Project, use the
Classification Worksheet, page 5 and Figure-B,
page 4, to determine whether your project is
considered a Small or Minor Site Project. For
Small Site Projects, you will further need to
determine whether it is a Category I or a Category
2 project. Next, identify the watershed for your
Small or Minor Site project using the City of
Edmonds Watershed Map, Figure-C, page 7. This
will clarify some of the site -specific requirements
in Step 3.
Step 3 — Determine the Minimum Requirements
Needed and Where on the Site They Apply
found on page 2 of this handout. For specific site
requirements for each classification refer to
Stormwater Code Supplement.
Step 4 — Plan Your Site and Select BMPs
Plan your site and select BMPs as described in the
Supplement to meet or exceed the minimum
requirements for your project.
Step 5 — Submit Reports and Plans for Review
Submit all required reports and plans for review.
The handout for the appropriate classification of
your project (Large, Small or Minor Site) will
provide information regarding the submittal
requirements. The stormwater submittals will be
reviewed concurrently with all other permit
submittals. Revisions to reports and plans may be
required per City of Edmonds review.
Step 6 — Construction
Erosion & Sediment Control Measures must be
inspected and approved by the City's Engineering
Division prior to the start of construction. The
project shall be constructed per approved plans.
Any changes proposed to the approved plans must
be submitted to the Engineering Division for
review and approval prior to construction.
Step 7 — Operate and Maintain BMPs
The minimum requirements are based on the Operate and maintain BMPs as required by the
project classification determined in Step 2. A approved submittals.
summary of the Minimum Requirements can be
Revised on 03.05.2012 E72-SWM—Erosion—Control-03.05.12.doc Page I of 12
Overview of Stormwater Management Minimum Re(juirements
Depending on the type, location, and size of the proposed project, different combinations of these
minimum requirements apply. The following is a brief list of the overall Minimum Requirements for
Large, Small, and Minor sites. Please refer to the Stormwater Code Supplement for additional
information.
LARGE SITES — Stormwater Supplement Chapter 4
A project or overall development involving I acre or more of land disturbing activity would
potentially require the following Minimum Requirements:
1. Preparation of Stormwater Site Plan
2. Construction Stormwater Pollution Prevention Plan
3. Source Control of Pollution
4. Preservation of Natural Drainage Systems and Outfalls
5. Onsite Stormwater Management/Low Impact
Development Techniques
6. Runoff Treatment
7. Flow Control
8. Wetland Protection
9. Operation and Maintenance
10. Offsite Analysis and Mitigation
11. Financial Liability
SMALL SITES — Category I and 2 - Stormwater Supplement Chapter 5
Small Site Minimum Requirements, Ws 1-11 listed below, may be required for projects that involve:
02,000 square feet (sf) or more of regulated new plus replaced impervious surface; or
B) 7,000 sf or more of land -disturbing activity; or
Q50 cubic yards (cy) or more of grading, fill or excavation; or
D) Conversion of 3/4 acre or more of native vegetation to lawn or landscaped area; or
E.) Causes an increase of 0. 1 cubic feet per second (cf/s) or more in the 100 year flow frequency
from a threshold discharge area.
1. Preparation of Stormwater Site Plan including:
2. Erosion and Sediment Control Plan
3. Source Control of Pollution
4. Preservation of Natural Drainage Systems and Outfalls
5. Onsite Stormwater Management/Low Impact
Development Techniques
6. Runoff Treatment
MINOR SITES — Stormwater Supplement Chapter 6
7. Flow Control
8. Wetland Protection
9. Operation and Maintenance
10. Offsite Analysis and Mitigation
11. Financial Liability
A project that involves 500 sf or more of new development or redevelopment including land -
disturbing activity or a utility project that causes land disturbance, and is not considered a Large or
Small Site Project, must employ Minor Site Construction Stormwater Pollution Prevention Practices.
Additional Requirements may be imposed to meet the intent of the Stormwater Code based on site
specific factors.
Note: Terms in bold italics are described in the Glossary on pages 10-11. Definitions are found in ECDC Chapter 18.30.010 and the
Stormwater Code Supplement.
The information presented in this handout (E72) should not be used as a substitute for City codes and regulations. The Edmonds Community Development Code
(ECDC) may be viewed at www.edmondswa.gov The applicant is responsible for ensuring compliance with the fees and regulations that are applicable at the
time of submittal. If you have a specific question about a certain aspect of your project, please contact the Engineering Division at 121 Fifth Avenue North, (425)
771-0220. Please note that other local, state, and/or federal permits or approvals may be required.
Revised on 03.05.2012 E72-SWM—Erosion—Control-03.05.12.doc Page 2 of 12
Figure -A
Determining Applicability of Stormwater Management Code ECDC Chapter 18-30
If any of the descriptions in thg Blue Boxes apply to your project or project site, the
Stormwater Management Code applies.
Does your Project Site require the issuance of a City
permit under any of the following:
ECDC Title 18 - Engineering Division
ECDC Title 19 - Building Division
A Stormwater Permit2
No
Are you submitting a Subdivision application per
ECDC Chapter 20.75? 1
No
Does your Project site involve any of the following:
500 square feet or more of land -
disturbing activity, new impervious
surface, or replaced impervious
surface?
A utility or other construction project
consisting of 500 lineal feet or more
of trench excavation?
Is located in, adjacent to, or drains
into (currently or as a result of the
project) a Critical Area or a Critical
A
No
Stormwater Management
requirements of ECDC Chapter
18.30 are not applicable to your
Project or Site 1
Yes
Yes
Stormwater
Yes Management
requirements of ECDC
Chapter 18.30 are
applicable to your
Project or Site.
Note: The definitions of the terms in italics are found in ECDC Chapter 18.30.010 and the Stormwater Code Supplement.
This chart provides an initial screening for determining the applicability of ECDC Chapter 18.30. The results from using this chart
do not substitute for a determination of applicability by the Public Works Director or Designee per ECDC Chapter 18.30.030 and
the relevant portions of the Supplement.
If ECDC Chapter 18.30 is applicable to the proposed project and it does not require any other City -issued permit, a Stormwater
Permit and associated fees will be required.
Revised on 03.05.2012 E72-SWM—Erosion—Control-03.05.12.doe Page 3 of 12
Figure-B
Project Classification
If you have determined that the Stormwater Management Code
applies to your project (Figure -A), follow the Blue boxes in the chart
below to determine the Classification of your project.
Does the project involve I -
acre or more of land -
disturbing activity' ?
Is the project part of a larger
common plan of development or
sale where the total disturbed area
for the entire plan will total I -acre
or more of land -disturbing activity?
Does the Project involve one or more of the
following:
2,000 square feet (sf) or more of new
impervious surface, regulated replaced
impervious surface or new plus regulated
replaced impervious surface?
OR
7,000 sf or more of land -disturbing activity?
OR
>50 cubic yards or more of either grading, fill, or
excavation as defined in Chapter 18.40.000
ECDC?
No
Minor Site Project:
See Stormwater Supplement
Chapter 6 for specific
requirements
Large Site Project:
See Stormwater Supplement
Yes Chapter 4 for specific
0 requirements.
Does the project create or add 5,000 square feet or
more of new impervious surface, regulated
replaced impervious surface or new plus
regulated replaced impervious surface?
OR No
Convert 3/4 acre or more of native vegetation to
lawn or landscaped area
OR No
Through a combination of creating effective
impervious surface and converted pervious
surfaces, causes an increase of 0. 1 cubic feet per
second in the 100-year flow frequency from a
threshold discharge area as estimated using an
No approved model?
Category 1 Small Site Project:
See Stormwater Supplement
Chapter 5 or specific
requirements
Yes
Category 2 Small Site Project:
See Stormwater Supplement
Chapter 5 for specific
requirements
Notes:
Terms in bold italics are described in the Glossary on pages 10- 11. The definitions of the all terms in italics are found in ECDC
Chapter 18.30.0 10 and the Stormwater Code Supplement
The Classification flowchart assumes the project in question meets the applicability requirements of ECDC 18.30.030.
Land -disturbing Activity: Any activity that results in the movement of earth, or a change in the existing soil cover (both
vegetative and non -vegetative) or the existing soil topography. Land disturbing activities include, but are not limited to grading,
filling, excavation, and compaction associated with stabilization of structures and/or road construction.
Revised on 310512012 E72-SWM—Erosion—Control-03.05.12.doc Page 4 of 12
BURLINGTON
NORTHERN RR
L=45.43 (100' RAILROAD ROW)
R=5679.65 SSIMH
MARKED
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N) 60.30 -9'E f j" PL i 8206 8279 P D,, Sr 21 FIF '.7 * 4 -'. 9� 88.23 '68.81
ul
...............
n" W(R)- 2
1"HOLE (NO MON) TALBOT RD 5'UTILITYZASEMENT
PER PLA
TI/
IN CONC CASE, (DEDICATED PUBLIC ROW) LANE.STRIPE.-
DN 1.0 x -A
? 84.35 T- 86.21 87.64 8878 9.13
82.2
S35-04'53"W 80.57 5 C p LEAD PLUG W/NAIL
00 Go w Ln
4�
IN CONC CASE,
351.24'(MEASURED)
.. ............ dp/ DN 1.0
x 88.32
351.47'(PLAT)
89.28
.. . ............
....... ......... . ................... .
3.71 86.30
80.89 89.52
..........
MAILBOX----' 82.66 .......................
Alin'
-m'�32
X89.92
lk m r%
MI
LEGEIVIU
AREA DRAIN CON CONIFEROUS TREE PL PROPERTY LINE
WINDOW WELL DEC DECIDUOUS TREE (P) PAINTED UTILITY LOCATION
ASPHALT (ASPH) 0 DECORATIVE STONE 119 CATCH BASIN
DWY DRIVEWAY (R) RECORD DATA
BUILDING LINE ECd ELECTRICAL CONDUIT (BURIED)
BUILDING CORNER CENTERLINE ROCKERY
CONCRETE SURFACE (CONc) EM ELECTRICAL METER RE ROOF ELEVATION
.4 FOUND MONUMENTIN CASE SD/SS STORM DRAIN/SANITARY SEWER
A
ASPHALT WALK (9�
CONCRETE RETAINING WALL FFE FINISHED FLOOR ELEVATION SSMH SANITARY SEWER MANHOLE
CONCRETE CURB G GAS MAIN TCd TELEPHONE CONDUIT (BURIED)
CONC,/IRON PIPE GM GAS METER TRAFFIC FLOW DIRECTION
@ HOSE BIBB
CHAIN LINK FENCE (CLF) IE INVERT ELEVATION UPO UTILITY POLE (WOOD)
COLUMN (BRICK) 0----0 LIGHT POLE (WOOD) W WATER MAIN
CONG. STAIRS I-SCAPE LANDSCAPED AREA EB WATER METER
CEDAR TREE OHP/T OVERHEAD POWER/TELEPHONE WATER VALVE
20 0 10 20
1 i
ME ME
IN FEET
I inch = 20 ft.
SITE NOTES ZONING: RS-20
176TH
_j LLI
<
F-
SITE
05
03
Co
196TH
AVE SW
FAA
NO SCALE
llwt� I I
SITE ADDRESS: ZONING AGENCY:
17528 TALBOTROAD CITY OF EDMONDS
EDMONDS, WASHINGTON 98026 DEVELOPMENT SERVICES DEPARTMENT PLANNING DIVISION
121 5TH AVENUE NORTH
TAX ACCOUNT NO.: EDMONDS, WA 98020
00594400003100 (425) 771-0220
SETBACKS:
CURRENT SETBACK REQUIREMENTS SUBJECT TO SITE PLAN REVIEW. CURRENT SETBACKS MAY DIFFER FROM THOSE IN
EFFECT DURING DESIGN/CONSTRUCTION OF EXISTING IMPROVEMENTS.
THE ISSUANCE OF A CERTIFICATE OF OCCUPANCY BY THE GOVERNING JURISDICTION INDICATES THAT STRUCTURES ON
THIS PROPERTY COMPLIED WITH MINIMUM SETBACK AND HEIGHT REQUIREMENTS FOLLOWING CONSTRUCTION.
FLOOD ZONE:
THIS SITE APPEARS ON NATIONAL FLOOD INSURANCE RATE MAP, DATED NOVEMBER 8, 1999, COMMUNITY PANEL NO.
53061C130E, AND IS SITUATED IN ZONE "X", AREA DETERMINED TO BE OUTSIDE 500 YEAR FLOOD PLAIN.
HORIZONTAL DATUM: NAD 83/91
VERTICAL DATUM: NAVID 88
AREA:
SITE AS SHOWN CONTAINS 26,873 SQUARE FEET OR 0.6169 ACRES, MORE OR LESS.
SUBSTRUCTURES:
BURIED UTILITIES ARE SHOWN AS INDICATED ON RECORDS MAPS FURNISHED BY OTHERS AND VERIFIED WHERE POSSIBLE
BY FEATURES LOCATED IN THE FIELD. WE ASSUME NO LIABILITY FOR THE ACCURACY OF THOSE RECORDS. FOR THE
FINAL LOCATION OF EXISTING UTILITIES IN AREAS CRITICAL TO DESIGN CONTACT THE UTILITY OWNER/AGENCY.
TELECOM M U NI CATIONS/A BER OPTIC DISCLAIMER:
RECORDS OF UNDERGROUND TELECOMMUNICATIONS AND/OR FIBER OPTIC LINES ARE NOT ALWAYS AVAILABLE TO THE
PUBLIC. BRH HAS NOT CONTACTED EACH OF THE MANY COMPANIES, IN THE COURSE OF THIS SURVEY, WHICH COULD
HAVE UNDERGROUND LINES WITHIN ADJACENT RIGHTS -OF -WAY. THEREFORE, BRH DOES NOT ACCEPT RESPONSIBILITY
FOR THE EXISTENCE OF UNDERGROUND TELECOM MUNI CATI ONS/FIBER OPTIC LINES WHICH ARE NOT MADE PUBLIC
RECORD WITH THE LOCAL JURISDICTION. AS ALWAYS, CALL 1-800-424-5555 BEFORE CONSTRUCTION.
UTILITY PROVIDERS:
SANITARY SEWERS, STORM DRAINAGE, WATER
CITY OF EDMONDS
DEVELOPMENT SERVICES DEPARTMENT
ENGINEERING DIVISION
121 5TH AVENUE NORTH
EDMONDS, WA 98020
(425) 771-0220
FAX: (425) 672-5750
POWER:
SNOHOMISH COUNTY PUD
1802 75TH STREET SW
MAILING ADDRESS:
PO BOX 1107
EVERETT, WA 98206
(425) 347-4300
TELEPHONE:
VERIZON
2312 WEST CASINO ROAD
EVERETT, WA 98204
(425) 356-4009
NATURAL GAS:
PUGET SOUND ENERGY
355 110TH AVENUE NE
BELLEVUE, WA 98004
(206) 425-2000
(888) 225-5773
SANITARY SEWERS, WATER
OLYMPIC VIEW WATER AND SEWER DISTRICT
23725 EDMONDS WAY
EDMONDS, WA 98026
(425) 774-7769
FAX: (425) 670-1856
DESCRIPTION:
LOT 31, PLAT OF TALBOT PARK, ACCORDING TO THE PLAT THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 107, IN
SNOHOMISH COUNTY, WASHINGTON.
TITLE REPORT REFERENCE:
THIS SURVEY WAS CONDUCTED ACCORDING TO THE DESCRIPTION SHOWN,, FURNISHED BY FIRST AMERICAN TITLE
INSURANCE COMPANY, COMMITMENT NO. 4229-1479644-A, DATED NOVEMBER 19, 2009. THE EASEMENTS SHOWN OR
NOTED HEREON RELATE TO THIS COMMITMENT.
NOTE: EASEMENTS CREATED OR RESCINDED AFTER THIS DATE ARE NOT SHOWN OR NOTED HEREON.
TITLE REPORT SCHEDULE B EXCEPTIONS:
ITEMS CIRCLED ARE SHOWN ON MAP.
(-� ANY AND ALL OFFERS OF DEDICATION, CONDITIONS, RESTRICTIONS, EASEMENTS, FENCE LINE/BOUNDARY
kl�j- DISCREPANCIES, NOTES AND/OR PROVISIONS SHOWN OR DISCLOSED BY PLAT OF TALBOT PARK RECORDED IN
VOLUME 12 OF PLATS, PAGE(S) 107.
3. COVENANTS, CONDITIONS, RESTRICTIONS AND/OR EASEMENTS:
RECORDED: JULY 09, 1948
RECORDING NO.: 885328
EASEMENT, INCLUDING TERMS AND CONDITIONS CONTAINED THEREIN:
GRANTED TO: CITY OF EDMONDS
ZONING: UTILITY OR UTILITIES
RECORDED: SEPTEMBER 25,1969
RECORDING NO: 2114679
CERTIFICATION:
SURVEY IDENTIFICATION NO.: 2012007.00
REGISTERED LAND SURVEYOR NO.: 30448
SURVEYOR'S ADDRESS & COMPANY: BUSH, ROED & HITCHINGS, INC.
2009 MINOR AVENUE EAST
SEATTLE, WA 98102-3513
TELEPHONE: (206) 323-4144
DATE OF PLAT OR MAP: -
DARRELL C. NANCE, P.L.S. NO. 30448
THE ABOVE CERTIFICATE IS BASED UPON WORK PREPARED IN ACCORDANCE WITH GENERALLY ACCEPTED PROFESSIONAL
SURVEY PRACTICE. WE MAKE NO OTHER WARRANTY, EITHER EXPRESSED OR IMPLIED.
C.
05 WA
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*The City of Edmonds joeo #V�, f(Vif-w, aPPrOvb-
issue permits fDr, or 1p4pect (W(efies- APPrOV81
of these plans or Inspection oAd eipproval of the
work Included In these pjorj� &a not constitute
City qpvM of Of
rockefts Is prohlblW. OotlWit t�6 * City Of
Edmonds under oe �i*0016i!Whces 8nd In
certain situations p6r,110% 18 .40.020.w
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-09
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PURVEYOR:
GAS: PUGET SOUND ENERGY
POWER: SNOHOMISH PUD
WATERISEWER: CIITY 0 F EDMONDS
N
-JOI
0
U
2 5' 2 5'
MAXIMUM DRIVEWAY SLOPE i
ALLOWED 149/6 01 -A. -t- /k4,Z -7-0 7o L,014-h � ) rOVtJ
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LOT COVERAG E
LOCATION AREA
HOME/GAR 4,438
DECKS 663
EXTSTAIR 40
TOTAL 5,141 SF
IMPERVIOUS AREA
LOCATION AREA
HOME/GAR 4,438
CONCWALK 97
DRIVE(RCpIaCka) 3,085
EXTSTAIR 40
TOTAL 7,660 SF
LOT A REA 26,873
35% ALLOWABLE 9,406 SF
SITE INFO:
OWNER: DENNY & HOLLY ONSLOW
PARCEL #: 00594400003100
ADDRESS: 17528 TALBOT ROAD
SEE SHT A3.1 FOR HEIGHT LIMITS ON
EXTERIOR ELEVATIONS
HEIGHTCALCS
A
63
B
72.75
C
63.7
D
68.8
268.25
67.06 Average Grade
92.06 Maximum Height
89.33 Actual Height
ENGINEERING DIVISION
APPROVE A NOTE
Date:
CUT & LCULA IONS
WEST OF SHORELINE SETBACK
CUT= 10 CY
FILL = 87 CY
TOTAL = c)7 CY
CUT = 42 CY
FILL = 350 CY rj-�2
TOTAL = 392 CY
11rFAI, qA0J-CC'T
cvr-� 15z-
G11 = q3-7 C 5
Civil
MO((- %V1fiXMa+%0nP
PROJECT NORTH N
2605 WESTERN AVENUE
SEATTLE, WA 98121
PH: 206-728-0480
FX: 206-728-04.76
WWW.MCCARCH.COM
COPYRIGHT 2012 McCLELLAN ARCHITECTS
PROJECT:
ONSLOW RESIDENCE
17528 TALBOT ROAD
EDMONDS, WA 98026
CLIENT:
DENNY & HOLLY ONLSOW
17528 TALBOT ROAD
EDMONDS, WA 98026
ISSUE:
2012-08-27 PERMIT SET
2012-09-24 PLANNING RESPONSE #1
2012-10-16 ARCH & STRUCT
RESPONSE#1A
2012-12-06 ENGINEERING
RESPONSE #2A
Zone V,- 7-0
ZLZf - Corner
-Flag_
Setbacks
Reauired
Actual
Front C
Sides 1*J
Rear W
�,� �31-o
91)
25
3 ..2ci
1 3
e
7-
�688 � REGISTERED
-L,--�.ARCHITECT
'EGAN McCLELLAN
ATE OF WASHINGTON
DATE:
W
16 OCTOBER 2012
SHEET TITLE: M
SITE PLAN
SHEET:
M
SITE GRADING PLAN
1 11=201-011
Applicant shall repair/replace all damage to
Ufliftles or frontage improvements In CRY ised
right.ol-way per city standards that is cau- - -
or occurs during the permitted prc*t.
TRUE NORTH N RESUB M
DEC 0 7 2012
BUILDING ENT
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CITY OrPRODS
9UE�) 2-0 12- - 0 -7 '3 �-
_X 9NALF
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A: L R;,; D
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DO NOT DISTURB EX
x. SANITARY SEWER VIDEO
4
INSPECT PRIOR TO REUSE.
PROVIDE REPORT TO
CITY INSPECTOR OF
. 49
SEWER CONDITION.
%Arbh' ME46?)
Y 03T T
EX HEDGE
VERIFY SIDE SEWER
A"! y
A
Y,
4,
CONDITION. CAP AND
MARK FOR LATER
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"S" RECONNECTION
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4 4UMPHOUSE
C',I F jS DEMO PUMP- REMOVE EX HOUSE
N",
HOUSE
A, x
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PRPTECT
6 FECT
w PARTIAL REMOVAL
DURING ST REMOVE EX TELEPHONE
BASEMENT WALLS
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"ZI TAL80T.,.RD ZFOR NEW SERVICE
-k' 41b;
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EASEMENT ON
4, EX 4" SD TO
4P
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#
0 (ASSUMED DISCHARGE (RECO
SEWER RD)
101 ED OVER PIPE) ECT
CENTER LOCATE AND PROT
FOR REUSE
08p/
4
CAP AND ABANDON
AM EMSSED SURFACES TO
/7 Mc!) 'A
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/ V' 2 W3
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00
5
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....... ........
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Applicant shall repair/replace all damage to
-4 416- N)
z/
0i"'! 5
A1,2Y 2 P 9"t
Utilities or frontage improvements In City
CS RZ.,Y - 52- 1
-o�-way per City standards that is CAUMI
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j right
4,
b
5
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xXx:�
b/
1_4
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or occurs during the Permitted projact.
IIIIIIIIIIIA0001:01=1101cl 0
VA ile : 0 !v 'Allft 0 0
EVA
-1,P0, 1E FOR
1DWNEQJCONTRA0TOR IS �!"Ic
EROS01 COUfROL Ai�b DrYdiNIAGE
4,
5ee % ed C Z -�W e5C ttAN
SEE SHEET C2.1 FOR
GENERAL AND TESC NOTES
..............
A\ 4 R,
LEGEND
EXISTING
REMOVE
PROPOSED
ASPHALT PAVING
ASPHALT TREATED BASE (ATB)
CONCRETE PAVING
BUILDINGS 7/7
F777
F_-
GRAVEL La �A
RIP RAP CONSTRUCTION ENTRANCE
SAWCUT LINE
CONSTRUCTION LIMITS
SITE FENCE
STRAW WATTLE
STORM CB W/PROTECTION
CURBING
ROCKERY CCC-0
Q=
TREE W/PROTECTION
vk"�
CONTOUR (INDEX) .......... M; .............
CONTOUR -
WATER LINE .............. vi ..............
............... W
STORM DRAINAGE LINE—SP;—
SANITARY SEWER LINE ............. S .. .............
............. . ....... .. ..
POWER............... P ...............
.............. P .............
TELEPHONE LINE —T—
—T
GASLINE .............. ..............
............. G ..............
WATER METER/VALVE/FHFF-. 1'11HO-
>w
r -I "r ��
STORM CB/MH L J Y
V
A \VV
i o
SANITARY SEWER MH/CO "_�'
x x
GAS VALVE/METER V,1 [,:'2
X X
STREET LIGHT ASSEMBLYe,) ..........
><
TELEPHONE RISER/MH
X AA
DATUM ARCHITECT
VERTICAL) NAVD 88 McCLELLAN ARCHITECTS
HORIZONTAL) NAD 83/91 2605 WESTERN AVENUE
SEATTLE, WA 98121
(206) 728-0480 CONTACT: REGAN McCLELLAN
LEGAL DESCRIPTION
ENGINEER
LOT 31, PLAT OF TALBOT PARK, ACCORDING TO THE PLAT
THEREOF RECORDED IN VOLUME 12 OF PLATS, PAGE 107, COUGHLIN PORTER LUNDEEN
IN SNOHOMISH COUNTY, WASHINGTON. H TE7 7nr)
00594400003100
SHEET INDEX
C1.00
DEMOLITION PLAN
C2.00
TESC PLAN
C2.1 0
TESC DETAILS
C3.00
CIVIL SITE PLAN
C3.1 0
CIVIL SITE DETAILS
C3.20
SITE SECTION
-tl,) FIIIL JIRLLI, J I
SEATTLE, WA 98101
(206) 343-0460 CONTACT: KEN WEIRSEMA; PE
SURVEYOR
BUSVi, ROID AND �`IIKNNGS
2009 MINOR AVENUE EAST
SEATTLE, WA 98102
(425) 822-4171 CONTACT: DARRELL NANCE
APPROVED FOR CONSTRUCTION
CITY OF EDMONDS
DATE: 1-2�j 10, 1 1 Z-
2605 WESTERN AVENUE
SEATTLE, WA 98121
PH: 206-728-0480
FX: 206-728-0476
WWW.MCCARCH.COM
COPYRIGHT 2012 McCLELLAN ARCHITECTS
0
413 PINE STREET - SUITE 300
SEATTLE, WA 98 101
P: 206/343-0460
F: 206/343-5691
A CONSULTING
STRUCTURAL AND CIVIL
ENGINEERING CORPORATION
PROJECT:
ONSLOW RESIDENCE
17528 TALBOT ROAD
EDMONDS, WA 98026
CLIENT:
DENNY & HOLLY ONLSOW
17528 TALBOT ROAD
EDMONDS, WA 98026
ISSUE:
PERMIT SET
2012-12-06 Z� PERMIT CORRECTIONS
26�77V
1 Z10G) I z
=;I -.5_1
I "Oj :1 "1
DATE:
14 NOVEMBER 2012
SHEET TITLE:
DEMO RESUB
PLAN DEC 0 7 2012
oUILDING P WENT
OrTy OF
SHEET:
n-14
NG DIVISION
&Z -,,70/2-- 073S--
Call
before you
DI 9.
8-1 -1 or
1-800-424-5555
UNDERGROUND SERMCE (USA)
EX SWALE M
RAI
eq
<' 01
OF f-11
DO NOT DISTURB EX
SANITARY SEWER VIDEO
/;o
INSPECT PRIOR TO REUSE.
PROVIDE REPORT TO
5
CITY INSPECTOR OF
<5�)- h,9 x, 7
SEWER CONDITION.
1-YA YET,6q)
U015T LOTA, 175*
Ft. P Xt )ES
-0 71
(V
0
LIMITS OF CONSTRUCTION
V
A
MAINTAIN VEGETATION
0
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C)
RTHWORK
All
A,
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11Y,22 .7,40,Y)f 0
It 4/1
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A/I I, —EX BASEMENT TO
CAAR AND
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A 10-
4 GRUB FOR W/ ARCH'L AND
'Z` 49 b,
CRAWL SPACE,
Ilk
STRUC'L
x
A�-
OF P, 41V
TREE PROTECTION
SEE DETAIL(:�)
2,
cy.
h" v
BOE=68.33
PROVIDE STRAW WATTLE f
13
EE STRUC'L
OR OTHER BARRIER
FOR FOOTINGS
BELOW TRENCH EXCAV6TION
N
...........
>
"v"? aov s",
i 7 'ROL
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0 X i
SEE DETAIL i v
f
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EX EASEMENT ON C2.1
41
14%
441,
IS <
ER (ASSUMED UNA I
ENTERED OVER PIPE)
-TRE
STOCKPILE 0 4/e$
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L
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SEE STRUC'L FOR
N,
(IF NEEDED) 41
DO NOT DISTURB
NEW FOUNDATION
LA SEWER
IN OLD BASEMENT X
"N
x
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1Y
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7,
A
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'rr v
SEE DETAIL
fit. 74(,;8('J15T!,(P' t.)
In
v* KAAIKITAINI PY r)PIVP
1 7 p
< CONSTRUCTION ACCESS. "1<1
70
F—
SWEEP P:yt k"
0 c
AS NEEDED TO
P,
FROM o'
PREVENT TRACKING
0
SITE. REMOVE FOR
FINAL
CONDITION.
n
4i
<
XXXXX"
Al
TREE PROTECTI
z-- "-:I
SEE DETAIL
Xx
c .1 Y.4
&/
o PROVIDE INLET PROTECTION
SEE DETAIL
�y
C 2. 1,
.-Ax 'y
XX
xXxv,
Tts "i -.826
N)
X L
Ay' 6.1 2'�P
L 0
UW0k
41
EARTHWORK QUANTITIES.
&I EAST OF SHORE LINE SET BACK
CUT 42 (CY)
FILL 350 (CY)
W ST OF SHORE LINE SET BACK
'0 CUT 10 (CY)
FILL 87 (CY)
NOTE:
THE QUANTITIES SHOWN ARE PRELIMINARY ESTIMATES ONLY AND INTENDED FOR MUNICIPAL PERMITTING AND REVIEW
FEES. THE CONTRACTOR SHALL IGNORE THESE QUANTITIES, THEY ARE EXCLUDED FROM THE BID DOCUMENT
INFORMATION. THESE VOLUMES SHALL NOT BE USED BY THE CONTRACTOR AS A BASIS FOR ANY CONTRACTUAL
INFORMATION. THE CONTRACTOR SHALL PREPARE THEIR OWN EARTHWORK QUANTITIES BASED ON THE INFORMATION
PROVIDED IN THE CONTRACT DOCUMENTS, INCLUDING BUT NOT LIMITED TO DRAWINGS, SPECIFICATIONS, AND THE
GEOTECHNICAL REPORT.
LEGEND
11 10 20 40
Rom-sm mmm
SCALE 1 In =20'
EXISTING
REMOVE
ASPHALT PAVING
ASPHALT TREATED BASE (ATB)
CONCRETE PAVING
BUILDINGS
GRAVEL w
RIP RAP CONSTRUCTION ENTRANCE
SAWCUT LINE
CONSTRUCTION LIMITS
SITE FENCE
STRAW WATTLE
STORM CB W/PROTECTION @
CURBING
ROCKERY
TREE W/PROTECTION
CONTOUR (INDEX) ............. /v^ .............
CONTOUR — _Aj— —
WATER LINE .............. vi ..............
............... 'N
STORM DRAINAGE LINE —cc; —
SANITARY SEWER LINE ............. S,3 .............
............. 11 . .. ..... ..
POWER............... p ...............
.............. p ..............
TELEPHONE LINE —T—
— T
GAS LINE .............. G ..............
............. ..............
WATER METER/VALVE/FHFF---
STORM CB/MH L J
SANITARY SEWER MH/CO
GAS VALVE/METER
STREET LIGHT ASSEMBLYc,
TELEPHONE RISER/MH D'
ALL EXPME-D SURFACZ5 TO
of
ijjff;jm 2 DAY3
ENGINEERINQ DIVISION
D NOTE
A Date: It
PROPOSED
APPROVED FOR CONSTRUC11ON
CITY OF EDMONDS
DATE:
BY:
CITY ENGINEERING DIVISION
2605 WESTERN AVENUE
SEATTLE, WA 98121
PH: 206-728-0480
FX: 206-728-0476
WWW.MCCARCH.COM
COPYRIGHT 2012 McCLELLAN ARCHITECTS
413 PINE STREET - SUITE 300
SEATTLE, WA 98 101
P: 206/343-0460
F: 206/343-5691
A CONSULTING
STRUCTURAL AND CIVIL
ENGINEERING CORPORATION
PROJECT:
ONSLOW RESIDENCE
17528 TALBOT ROAD
EDMONDS, WA 98026
CLIENT:
DENNY & HOLLY ONLSOW
17528 TALBOT ROAD
EDMONDS, WA 98026
ISSUE:
PERMIT SET
2012-12-06 ZL PERMIT CORRECTIONS
W4
;6 77
ONAL z
DATE:
14 NOVEMBER 2012
SHEET TITLE:
RESUB
TESC DEC 0 7 2012
PLAN BUILDING DgARIUENT
crry OF MONDS
SHEET:
TOE IN SHEETING IN 4"X4" BUILDING PAD
TRENCH A MINIMUM OF 80
SETBACK FROM TOP OF CONVEY RUNOFF TO
MAX APPROVED LOCATION. LLJ
GENERAL NOTES SLOPE. BACKFILL WITH 10,
WASHED ROCK.
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD MIN 4' SETBACK
PLANS AND DETAILS, THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER APPLICABLE LOCAL FROM TOP OF SLOPE. PREFORMED CHAINLINK
MUNICIPAL, STATE, AND FEDERAL CODES, RULES AND REGULATIONS: 8' MAXIMUM
PANELS WITH CLAMP ADJACENT
1.6" 0 GALVANIZED PANELS TOGETHER
- CURRENT INTERNATIONAL BUILDING CODE (IBC) CD
METAL SUPPORT POST--------' POSTS AND RAILS
- 2010 WSDOT/APWA STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION 10' MAX 6'-8' ON CENTER
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORMWATER MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN
SPACING, MIN 5' HEIGHT
(CURRENT EDITION)
A,
3' MIN
BARRICADE FENCING-------------
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS STANDARD
(ORANGE CONSTRUCTION FENCE)
2' POST BURIAL
-y�
DETAILS, UNLESS NOTED OTHERWISE MIN 4' HEIGHT SURROUND TREE
DEPTH
OR GROUP OF TREES AT DRIP
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN PROGRESS.
LINE OR AS SHOWN ON PLANS
>:
TERMINATE AT LEVEL ARE -A. PROVIDE ENERGY DISSIPATION :w:
NOTES:
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL
FOLD UNDER 4" AND AT TOE WHEN NEEDED.
GOVERNING AUTHORITY. STAPLE AT 12" INTERVALS. 1. A 4 FOOT HIGH TEMPORARY FENCE MUST BE PLACED AT THE DRIP LINE OF TREES PRIOR TO THE COMMENCEMENT OF
ADING INSPECTOR TO GET BOTH THE INSPECTION AND
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" CLEARING OR EARTHWORK. NOTIFY THE CLEARING AND GR
NOTES: E
INGS FOR WRITTEN APPROVAL OF FLAGGED TREES AND TEMPORARY PROTECTION FENCING AROUND TREES TO BE SAVED PER TH
77
DRAWINGS AND SHALL SUMMARIZE ALL ASBUILT CONDITIONS ON ONE SET OF REPRODUCIBLE DRAW INGS SHALL APPROVED CLEARING AND GRADING PLAN. y y le v `e `e
SUBMITTAL TO THE 0
WNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF ASBUILT DRAW 1. TIRES, SANDBAGS, OR EQUIVALENT MAY BE USED TO WEIGHT PLASTIC SHEETING. il 11 1, 1 Ill'I 1, 11, A I I I )1 1,
BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL
PROJECT APPROVAL. 2. SEAMS BETWEEN SHEETS MUST OVERLAP A MINIMUM OF 12" AND BE WEIGHTED OR TAPED. 2. NO STOCKPILING OF MATERIAL AND NO VEHICULAR TRAFFIC ARE ALLOWED WITHIN THE LIMITS OF THE TEMPORARY
FENCING. FILLING, EXCAVATION, AND CLEARING MUST BE ACCOMPLISHED BY HAND METHODS ONLY. SUPPORT FENCE WITH- N WIRE
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION. 3. PLASTIC SHEETING SHALL HAVE A MINIMUM THICKNESS OF 6 MIL. 3. ROOTS OF TREES TO BE SAVED WHICH ARE DAMAGED DURING CONSTRUCTION MUST BE TREATED IN THE FOLLOWING CONCRETE BLOCKS p
7. THE LOCATIONS OF EXISTING UTILITIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY WAY: FOR DAMAGED ROOTS OVER 1" IN DIAMETER, MAKE A CLEAN, STRAIGHT CUT TO REMOVE THE DAMAGED PORTION OR MErAL STANDS
OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED 4. DUE TO RAPID RUNOFF CAUSED BY PLASTIC SHEETING, THIS METHOD SHALL OF THE ROOT ALL EXPOSED ROOTS WILL BE TEMPORARILY COVERED WITH DAMP BURLAP OR WOOD SHAVINGS TO
APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR NOT BE USED UPSLOPE OF AREAS THAT MIGHT BE ADVERSELY IMPACTED BY PREVENT DRYING AND COVERED WITH EARTH AS SOON AS POSSIBLE.
TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN'AND TO FURTHER DISCOVER AND CONCENTRATED RUNOFF.
PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS 4. SEE SHEET C__ FOR LOCATION OF EXISTING TREES TO RECEIVE TEMPORARY FENCING.
PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY 5. IF EROSION AT THE TOE OF SLOPE IS LIKELY, A GRAVEL BERM, RIP -RAP,
LINES AT CONNECTION OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO OR OTHER SUITABLE PROTECTION SHALL BE INSTALLED AT THE TOE OF 5. SEE SPECIFICATIONS FOR PRUNING, WATERING AND OTHER MAINTENANCE REQUIREMENTS NTS
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXISTING UTILITIES AND SITE FEATURES SLOPE IN ORDER TO REDUCE THE VELOCITY OF RUNOFF. NTS NTS
PRESENTED ON THESE DRAWINGS. ENGINEER SHALL BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE. 1 0 Tree Protection Construction Fence
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING CONSTRUCTION AND SHALL CONTACT THE Weighted Plastic Sheeting if= C
UNDERGROUND UTILITIES LOCATION SERVICE (811 OR 1-800-424-5555) AT LEAST 48 HOURS PRIOR TO
CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE STARTING DIRECTIONS FOR US EROSION/SEDIMENTATION CONTROL NOTES
WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANCIES. 1. REMOVE DRAIN GRATE 1. THE CONTRACTOR SHALL CONTACT THE CITY OF EDMONDS WITHIN THE 48 HOUR PERIOD PRIOR TO COMMENCING ANY
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. LAND ALTERING ACTIVITY.
2. INSERT FILTER
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL 2. THE CONTRACTOR SHALL CONTACT THE CITY OF EDMONDS OF COMPLETETION OF ANY CONTROL MEASURES WITHIN 48
THOROUGHLY FAMILIARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN 3. REPLACE GRATE TO HOURS OF THEIR INSTALLATION.
STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT. HOLD IN POSITION Ah%�, 3. THE CONTRACTOR IS RESPONSIBLE FOR THE REPAIR OR ANY SILTATION OR EROSION DAMAGES TO ADJOINING
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT SPECIFICATIONS SURFACES OR DRAINAGE FACILITIES RESULTING FROM THE LAND ALTERING ACTIVITIES
GEOTECHNICAL REPORT. 1. FILTERS TO BE A MIN 3' DEEP 4. A COPY OF THE APPROVED TESC PLAN MUST BE ON SITE AT ALL TIMES.
13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE
NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC 2. CONSTRUCTED OF WOVEN POLYPROPYLENE 5. THE CONTRACTOR SHALL AT ALL TIMES PROTECT SENSITIVE AREAS THEIR BUFFERS, AND ADJACENT PRIVATE
MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER PROPERTIES, AND PUBLIC RIGHT OF WAYS OR EASEMENTS FROM DAMAGE DURING GRADING OPERATION. THE
3. ALL SEAMS DOUBLE STITCHED CONTRACTOR SHALL RESTORE, TO THE STANDARDS IN EFFECT AT THE TIME OF PERMIT ISSUANCE, SENSITIVE
GEOTECHNICAL REPORT. 8" 10" DIA.
AREAS, THEIR BUFFERS, PUBLIC PROPERTIES AND IMPROVEMENTS DAMAGE I D BY THE CONTRACTOR OPERATIONS VARIES Y-5"
14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED 4. PERMEABILITY - 40 GAL PER MIN SQ FT AT NO ADDITIONAL COST TO THE OWNER.
AREAS AND OTHER PROPOSED OR EXISTING SITE FEATURES. 5. REUSEABLE OR THROW -AWAY 6. APPROVh OF THIS EROSION/SEDIMENTATION CONTROL (ECS) PLAN DOES NOT CONSTITUTE AN APPROVAL OF
15, SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS, FOUNDATION DRAINS SHALL BE PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS,
INDEPENDENT OF OTHER SITE DRAIN LINES AND SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE MAINTENANCE CHANNELS, RETENTION FACILITIES, UTILITIES, ETC).
INDICATED ON THE PLANS. NOTES:
1 . REMOVE WHEN FILLED TO HALFWAY MARK 7. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND
16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO USE FRONT END LOADER OR OTHER UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/CONTRACTOR UNTIL ALL 1 STRAW WATTLE/ROLL SHALL BE MANUFACTURED FROM RICE STRAW If 1"x1"X18" STAKE
INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. EQUIPMENT FOR REMOVAL CONSTRUCTION IS APPROVED. AND WRAPPED IN TUBULAR PLASTIC NETTING. NETTING SHALL HAVE v
A STRAND THICKNESS OF 0.03" AND A KNOT THICKNESS OF 0.055
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND OTHER EXTERNAL DRAINS SHALL 2. CLEAN AND REUSE OR REPLACE 8. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED IN THE FIELD AND A WEIGHT OF 0.35 OZ PER FOOT AND SHALL BE MADE FROM 85%
BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE. PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE FLAGGED CLEARING HDPE, 14% ETHYL VINYL ACETATE AND 1% COLOR FOR UV INHIBITION.
LIMITS SHALL BE PERMITTED. THE FLAGGING SHALL BE MAINTAINED BY THE APPLICANT/CONTRACTOR FOR THE
-Tro
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR INSTALLATION OF ALL SITE J-I DURATION OF CONSTRUCTION. 2. STRAW WATTLE/ROLL INSTALLATION REQUIRES THE PLACEMENT AND SECURE
IMPROVEMENTS INDICATED ON THESE DRAWINGS. STAKING OF THE WATTLE/ROLL IN A TRENCH, Y-5" (VARIES) DEEP,
5w mvt 0 vk 9. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED IN CONJUNCTION WITH ALL CLEARING AND DUG ON CONTOUR. RUNOFF MUST NOT BE ALLOWED TO RUN UNDER
19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BE RETURNED TO THE GRADING ACTIVITIES, AND IN SUCH A MANNER AS TO INSURE THAT SEDIMENT LADEN WATER DOES NOT ENTER OR AROUND WATTLE/ROLL.
EQUIVALENT OF THEIR PRECONSTRUCTION CONDITION IN ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND st'r, cli-vt THE DRAINAGE SYSTEM, LEAVE THE SITE OR VIOLATE APPLICABLE WATER STANDARDS.
STANDARDS. S4*4 NTS 10. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. 3. STRAW WATTLE/ROLLS MUST BE PLACED ALONG SLOPE CONTOURS. NTS
20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE DURING THE CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED (E.G. ADDITIONAL SUMPS,
PREVENTION OF ON -SITE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS Inlet Protection RELOCATION OF DITCHES AND SILT FENCES, ETC.) AS NEEDED FOR UNEXPECTED STORM EVENTS. Straw Wattle/Roll Detail
FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS. 11. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/CONTRACTOR AND MAINTAINED AS NECESSARY
21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF THESE TO ENSURE THEIR CONTINUED FUNCTIONING. NEEDED REPAIRS TO TESC MEASURES SHALL BE MADE IMMEDIATELY. ANY hbDITIOV�L. WSc- R`5tt5u�65 USGJ�
STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL. 12. ANY AREA STRIPPED OF VEGETATION, INCLUDING ROADWAY EMBANKMENTS, WHERE NO FURTHER WORK IS ANTICIPATED omS-1,51t4q-rwtTff crryop &-vm0KD5
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK FOR A PERIOD OF 15 DAYS, SHALL BE IMMEDIATELY STABILIZED WITH AN APPROVED ESC METHODS (E.G. SEEDING,
MATERIALS ARE REQUIRED. MULCHING, NETTING, EROSION BLANKETS, ETC.) 6TA-10Wb Pr-AA1 u-5 U- W5D6-r �'bVT-A- I L/P -
23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN. CONSTRUCTION SEOUENCE NOTES 13. ANY AREA NEEDING TESC MEASURE, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN
A G
24. FINISHED GRADE SHALL SLOPE . AWAY FROM BUILDING WALLS AT MINIMUM 2% SLOPE FOR A MINIMUM 1. SCHEDULE A PRE-CONSTRUCITON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326. FIVE (5) DAYS.
DISTANCE OF 10 FEET. 14. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH
2. REVIEW ESC NOTES. GOR WITHIN THE 24 HOURS FOLLOWING A STORM EVENT.
25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS IN
NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, STREETS, WALKWAYS, UTILITIES AND OTHER 15. AT NO TIME SHALL SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL CATCH BASINS AND
EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. 3. CALL FOR UTILITY LOCATES. 0
& CONVEYANCE LINES SHALL BE CLEANED AND PROTECTED PRIOR TO PAVING. THE CLEANING OPERATION SHALL
CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF SHORING AND BRACING, AS REQUIRED. 4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 1 NOT FLUSH SEDIMENT LADEN WATER INTO THE DOWNSTREAM SYSTEM.
26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER 5. HAVE EROSION CONTROL MEASURES INSPECTED BY C ITY OF EDMONDS CITY ENGINEERING INSPECTOR. (ALL 16. MAINTAIN EXISTING PAVEMENTS ON SITE OR INSTALL STABILIZED CONSTRUCTION ENTRANCES AND WASH PADS.
SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET CLOSURES OR OTHER ACCESS RESTRICTIONS. TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR TO STABILIZED SITE ACCESS SHALL BE ESTABLISHED OR INSTALLED AT THE BEGINNING OF CONSTRUCTION
CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL ANY CONSTRUCTION OR SITE CLEARING. EROSION AND SEDIMENTATION CONTROL PRACTICES AND/CR DEVICES AND MAINTAINED FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES MAY BE REQUIRED TO INSURE THAT
FROM THE FIRE MARSHAL. SHALL BE MAINTAINED UNTIL PERMANENT VEGETATION IS ESTABLISHED.) ALL PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. (RCW 46.61,655).
27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE 6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. ODURING THE TIME PERIOD OF OCTOBER 1 THROUGH APRIL 31, ALL PROJECT DISTURBED AREAS THAT ARE TO BE
INTERRUPTIONS WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO & LEFT UNWORKED FOR MORE THAN 12 HOURS SHALL BE COVERED BY ONE OF THE FOLLOWING COVER MEASURES:
EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING 7. DEMOLISH EXISTING STRUCTURES MULCH, SODDING OR PLASTIC COVERING.
SAID UTILITIES. 8. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE DISTURBED AREAS NOT SUBJECT TO 18. WHERE SEEDING FOR TEMPORARY EROSION CONTROL IS REQUIRED, FAST GERMINATING GRASSES SHALL BE APPLIED
28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE ADDITIONAL SURFACE DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE AT AN APPROPRIATE RATE (E.G. ANNUAL OR PERENNIAL RYE APPLIED AT APPROXIMATELY 80 POUNDS PER ACRE).
REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S STABILIZED PER EROSION CONTROL NOTES BELOW)
REPRESENTATIVE PRIOR TO BACKFILLING. 19. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED AT A MINIMUM
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, 9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS. THICKNESS OF TWO INCHES.
LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER'S 10. STABILIZE AND REVEGETATE ENTIRE SITE. 20, INSTALL CATCH BASIN PROTECTION ON ALL NEW CATCH BASINS. APPROVED FOR CONSTRUC11ON
REPRESENTATIVE AND CITY. 11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED 21. CONTRACTOR SHALL CLEAN ALL EXISTING AND NEW CATCH BASINS AND SHALL REMOVE SEDIMENT FROM CITY OF EDMONDS
30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS, PLACE POLYETHYLENE PLASTIC UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR SWALE PRIOR TO PROJECT COMPLETION. CONTRACTOR SHALL NOT FLUSH SEDIMENT DOWN STREAM.
FOAM AS A CUSHION BETWEEN THE UTILITIES. 22. ALL TEMPORARY EROSION CONTROL FACILITIES, SUCH AS ROCK CHECK DAMS, SILT FENCES, COLLECTION DITCHES, DATE: Z.
(INCLUDING ALL APPURTENANCES) SHALL BE REMOVED PRIOR TO FINAL ACCEPTANCE.
BY: 1A AA
E GI RING tIVISION a4�_ v\6
2_605 WESTERN AVENUE
3EATTLE, WA 98121
:1H: 206-728-0480
::X: 206-728-0476
NWW.MCCARCH.COM
'OPYRIGHT 2012 McCLELLAN ARCHITECTS
413 PINE STREET - SUITE 300
SEATTLE, WA 98 101
P: 206/343-0460
F: 206/343-5691
A CONSULTING
STRUCTURAL AND CIVIL
ENGINEERING CORPORATION
ROJECT:
ONSLOW RESIDENCE
17528 TALBOT ROAD
EDMONDS, WA 98026
LIENT:
DENNY & HOLLY ONLSOW
17528 TALBOT ROAD
EDMONDS, WA 98026
;SUE:
PERMIT SET
2012-12-06 zi PERMIT CORRECTIONS
26577
'�'GI S T 01'
L I I Z100 z
)ATE:
14 NOVEMBER 2012
3HEET TITLE:
TESC
DETAILS
3HEET:
RESUB
DEC 0 7 2012
OUILDING D1
,W,AR1MENT
CITY OF E MONDS
._x
SWALE
RPkROAD
0\
Call A kF
before you
D19. 0 10 20 40
'm w�wzmwm
8-1 -1 or low, k\\\\\\q
1-800-424-5555
UNDERGROUND SERVICE (USA) SCALE 1 =20'
LEGEND
EXISTING REMOVE PROPOSED
0, 2.N Al ASPHALT PAVING
BASE (ATB)
ASPHALT TREATED
Q DO NOT DISTURB EX
0I ;
SANITARY SEWER VIDEO
CONCRETE PAVING
INSPECT PRIOR TO REUSE.
0,
WOV '5eV
PROVIDE REPORT TO PO
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SAWCUT LINE
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Al CONSTRUCTIO
P!PE CRO S A0 N LIMITS
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PIPE CROSS NG -A. 4" SSq6
6" SD IE 510.95±
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........... ............. _100—
"A
// ( ", �N\ I/ el 01 /w 04� CONTOUR (INDEX)
RESTORE TRENCH V CONFIRM
f,- W/ ARCH
PER AGREEMENT CONTOUR —98-
4 iLF 6"4'
WITH NEIGHBOR SD (n) 117
"ONFIRMx". WATER LINE
PLANTIN 7
LF EX L, -COORDINATE UTILITIES
lcr W/ ARCO F6.0
HAND EXCAVATE FOR/NEW ADr7A C� m 7q CTf)OkA r)DAIKIAr1C' 1 IKIC7-,
PROVIDE COMPOST AMENDED SOIL 0 C_
IN ALL PLANTING AREAS DISTURBED
AND RESTORED IN CONSTRUCTION < 0
SEE CITY OF EDMONDS DEVELOPMENT 0":
INFORMATION HANDOUT #E72C
<
PROVIDE VIDEO INSPECTION OF EXISTING
STORM AND SEWER TO BE -REUSED ONSITE. A
VERIFY CONDITION AND SUITABILIR FOR
REUSE. PROVIDE REPORT TO GH�' '94L4 WO
GQQwPI _-IA4;W SIZ,�NSPECTO
__ N*E
150 LF 1%" WATER SERV
LINE TYPE K COPPER OR
APPROVED EQUAL. VERIFY
A SIZE PER PLUMBING AND
FIRE SYSTEM DESIGN
S-row 0L.&P C- M IN .65616
INSTALL NEW 1" WATER
CONFIRM SIZE
IRE AND PLUM�,
Lj
71 ell,
XXXXXXX:"
D 70
4.
Y."
, x,
Q
/4
V,
COORDINATE W/ PSE
F GAS SERVIC
OR
Co Rl,,V82� 6
0 66 oi/ 21
IWI180X
A
W
eN
Z,� A,
�,,w, AN
FOR 1INSPECT
A0,M-PTABLE TIGHTIM
MATERIAL
SrOM, '460
N 412
no HANCOR
Applicant shall repair/replace all damage to
utilities or frontage Improvements in City
right-of-way per City standards that is caused
or occurs during the permitted project.
Line Type Area (square feet)
Non -Regulated
None�::.::
Note: Due to steep slopes, geotechnical engineer recommends not using infiltrative storm water measures on this site.
All Impervious surface run-off handled through direct discharge
2605 WESTERN AVENUE
SEATTLE, WA 98121
PH: 206-728-0480
FX: 206-728-0476
WWW.MCCARCH.COM
COPYRIGHT 2012 McCLELLAN ARCHITECTS
413 PINE STREET - SUITE 300
SEATTLE, WA 98 101
P: 206/343-0460
F: 206/343-5691
A CONSULTING
STRUCTURAL AND CIVIL
ENGINEERING CORPORATION
PROJECT:
ONSLOW RESIDENCE
17528 TALBOT ROAD
EDMONDS, WA 98026
CLIENT:
DENNY & HOLLY ONLSOW
17528 TALBOT ROAD
EDMONDS, WA 98026
ISSUE:
PERMIT SET
2012-12-06 21 PERMIT CORRECTIONS
C.
WA
rA
26577
I S T
1NAL z
DATE:
14 NOVEMBER 2012
SHEET TITLE:
APPROVED FOR CONSTRUCTION s
ClTY OF EDMONDS
DATE: Z,
BY-
k,�Y E�INEERING DIVSION a,&_ V0 �ek
V
CIVIL SITE
PLAN
1EET:
RESUB
DEC 0 11 2012
DUILWO 'D,%,ARMMNT
0 OF E MONDS
0
LL
U)
#3 BAR EACH CORNEI
#3 BAR HOOP EACH SIDE
fli PAP Plar']
FRAME AND VANED GRATE
0
M-10
2",4". 6",12", OR 24"
)R 6" HEIGHT
INCREMENT (SPACED EQUALLY)
RECTANGULAR ADJUSTMENT SECTION
PRECAST BASE SECTION
PIPE ALLOWANCES
MAXIMUM
PIPE MATERIAL
INSIDE
DIAMETER
REINFORCED OR
12"
PLAIN CONCRETE
ALL METAL PIPE
15"
CPSSP
(STD. SPEC. 9-05.20)
12"
SOLID WALL PVC
15"
(STD. SPEC. 9-05.12(l))
PROFILE WALL PVC
15"
(STD. SPEC. 9-05.12(2))
CORRUGATED POLYETHYLENE
STORM SEWER PIPE
#3 BAR EACH CORNEI
181, Ml�
#3 BAR HOOP
(SEE NOTE 1)
ALTERNATIVE PRECAST BASE SECTION
NOTES
I . As acceptable alternatives to the rebar shown in the PRECAST BASE
SECTION, fibers (placed according to the Standard Specifications), or
wire mesh having a minimum area of 0.12 square inches per foot shall
be used with the minimum required rebar shown in the ALTERNATIVE
PRECAST BASE SECTION. Wire mesh shall not be placed in the
knockouts.
2. The knockout diameter shall not be greater than 20". Knockouts shall
have a wall thickness of 2" minimum to 2.5" maximum. Provide a 1.5"
minimum gap between the knockout wall and the outside of the pipe.
After the pipe is installed, fill the gap with joint mortar in accordance
with Standard Specification 9-04.3.
3. The maximum depth from the finished- grade to the lowest pipe invert
shall be 5'.
4. The frame and grate may be installed with the flange down, or integrally
cast into the adjustment section with flange up.
5. The Precast Base Section may have a rounded floor, and the walls may
be sloped at a rate of 1:24 or steeper.
6. The opening shall be measured at the top of the Precast Base Section.
7. All pickup holes shall be grouted full after the basin has been placed.
r3V IVA S11,,
44 3
ec, ,
S10
NAL
Z 0 g
21
0:8
Q, 2 0
gg
2
STANDARD PLAN B-5.20-01
SHEET 1 OF 1 SHEET
APPROVED FOR PUBLICATION
Pasco Bakotich 111 06-16-11
A=X STATE DESIGN ENGINEER DATE
UP Washington State Department oFTransportcrtion
FRAME AND GRATE
FINISHED GROUND 260E
PER PLAN SEA:
PH:
IF X:
ww�
COPYF
NOTES:
D GRATE
1. BASE CTION HAS
RISERS AS NEEDED-< ME 6 X 4'j MAX
IN RALLY CAST m
1TOM AND SIDES. C
PC
MAX DESIGN WSE OUTLET PIPE C-0
3.5"
4131
3.5" 6 SEA1
12 TYPE 1- CB SE UNIT-----' P: 2(
E APPLICABLE STANDARD DETAILS. F: 2(
CONFORMS TO WASHINGTON STATE
12"
APWA/WSDOT STANDARD �`-STRAP TO WALL. A C(
30 SPECIFICATIONS & STANDARD PLAN 2 STRAPS MIN REQUIRED. STRL
E APPLICABf.
T-SECTION
OR EXISTING STRUCTURE ENG
PRO,
12"
34"
ON
NOTES:
4" 1 179-
1 MAX OUTLET PIPE DIAMETER IS 8 INCHES. EDI
NTS A PRECAST BA E SECTION NTS 2. ALL METAL PARTS AND SURFACES MUST BE MADE OF CORROSION RESISTANT MATERIAL OR GALVANIZED. NTS NTS
Not Used Catch Basin - Type 40 Spill Control (8c) Separator Type 1 Not Used CLIE
/-A-BUILDING WALL DE
SEE STRUCT'L PLANS 17E
SLOPE TO DRAIN AWAY ED
12" MIN FROM STRUCTURE
SAWCUT, TACK AND MATCH
FINISHED GRADE
EX ASPHALT FULL DEPTH CTED BACKFILL
U4_ �11(1 UALAIUI�!� SLOPE MEETING GRADATION
NON -WOVEN FILTER FABRIC
REQUIREMENTS FOR
MIRAFI, 140N OR EQUAL STRUCT'L FILL (SEE NOTE 2) ISSUE
GENERAL ASPHALT PAVING NOTES: C
GRAVEL BACKFILL FOR PER
4" SDR 35 PVC PERF PIPE-----. co
1. SPECIFICATIONS FOR ALL ASPHALT CONCRETE WORK SHALL BE PER THE LATEST EDITION IN EFFECT OF EXTERIOR USE ONLY DRAINS PER WSDOT 201:
THE "WASHINGTON STATE DEPT. OF TRANSPORTATION STANDARD SPECIFICATIONS FOR ROAD, BRIDGE AND CONNECT TO STORM 9-03.12(4).
=IF-11=11=11EII 12" MIN
MUNICIPAL CONSTRUCTION," CONVEYANCE SYSTEM.
d 14 14 _==1 W IR =-_I Ni I El W I M R M W 10 If 11
_11MIE1014011- I W R 11 K I IM I fl W R1 im I EXISTING ASPHALT-
2. ALL ASPHALT CONCRETE PAVEMENT SHALL BE PLACED IN ACCORDANCE WITH WSDOT/APWA SECTION 5-04, El �Ikdl = BUILDING FOOTING----)o-
.141MIANINI lifil RHEIN kl: X�
UNLESS OTHERWISE SPECIFICALLY NOTED. EX UNDISTURBED PAVEMENT SEE STRI.I(T'L PLANS N/ �\ t//
114 K 1E] I
i E �j I=- 6" MIN
11-EIT-101 �HMNI SUB -BASE MUST BE
3. PROOF ROLL AND REMOVE ANY SOFT SPOTS. REPLACE REMOVED MATERIAL WITH STRUCTURAL FILL PER THE INK COMPACTED TO 95% MAX.
=1 =,I F01i , — — NOTES:
GEOTECHNICAL ENGINEER. CONTRACTOR SHALL TEST AND VERIFY SUBGRADE MEETS COMPACTION REQUIREMENTS 'y -EL" DENSITY PER ASTM D 1557
L1-U
RAIL PLANS FOR DRAINAGE GRAVEL
PRIOR TO PAVING. 1. SEE ARCHIT SUBDRAIN PIPE
BENEAT!! 9"LOING SLAB.
3" HMA F ASPHALT CONCRETE PAVEMENT 1. 4" MINIMUM DIAMETER PERFORATED OR
4, CRUSHED SURFACING SHALL BE PLACED IN ACCORDANCE WITH WSDOT/APWA SECTION 4-04, AND SHALL MEET SLOTTED PIPE; TIGHT JOINTS; SLOPED TO DRAIN
THE REQUIREMENTS OF WSDOT/APWA SECTION 9-03.9(3). SUBGRAD' 2" CRUSHED SURFACE TOP COURSE 2. STRUCTUAL FILL SHOULD CONSIST OF WELL -GRADED (6"/100' MIN. SLOPE); PROVIDE CLEAN -OUTS.
COMPACT TO 95% MAX DENSITY GRANULAR SOIL WITH NOT MORE THAN 20% FINES
5. AGGREGATE SHALL BE HMA 1/2" MAX MEDIUM GRADING CONFORMING TO SECTION 9-03.8 OF WSDOT/APWA. (BY WEIGHT BASE ON 3/4" PORTION) PASSING NO. 200 2. PERFORATED PIPE HOLES (3/16" TO 1/4" 0)
ASPHALT BINDER SHALL BE ASPHALT PAVING GRADE AR-4000 AND SHALL COMPLY WITH WSDOT/APWA 9-02.1. 4" CRUSHED SURFACE BASE COURSE SIEVE (BY WEIGHT SIEVING) WITH NO PLASTIC FINES. TO BE IN LOWER HALF OF THE PIPE WITH
ASPHALT MIXING AND PROPORTIONING SHALL COMPLY WITH WSDOT/APWA 9-03.8. COMPACT TO 95% MAX DENSITY LOWER QUARTER SEGMENT UNIPERFORATED
3. BACKFILL WITHIN 18" OF WALL SHOULD BE COMPACTED WITH FOR WATER FLOW.
6. SAWCUT FULL DEPTH WHERE NEW PAVEMENT ABUTS EXISTING AND APPLY TACK COAT. 12" (MIN) STRUCTURAL FILL AS REQUIRED OR HAND -OPERATED EQUIPMENT. HEAVY EQUIPMENT SHOULD NOT
EXISTING SUBGRADE COMPACTED TO 95% BE USED FOR BACKFILL, AS SUCH EWPMENT OPERATED 3. SLOTTED PIPE TO HAVE 1/8" MAXIMUM
MAX. DENSITY PER ASTM D 1557 NEAR THE '�IALL COULD INCREASE LATERAL EARTH PRESSURES WIDTH SLOTS.
AND POSSIBLY DAMAGE THE WALL.
NOTES: 4. ALL BACKFILL SHOULD BE PLACED IN LAYERS NOT EXCEEDING
1. SEE DETAIL(� FOR ASPHALT PAVING NOTES. 6" LOOSE THICKNESS AND DENSELY COMPACTED. BENEATH
PAVED OR SIDEWALK AREAS, COMPACT TO AT LEAST 95%
C lIi MODIFIED PROCTOR MAXIMUM DENSITY (ASTM: D1 157).
NTS OTHERWISE COMPACT TO 90% MINIMUM. NTS NTS
Standard Asphalt Paving Section V Exterior Footing Drain W/Filter Fabric Wrap Not Used 8
DATE
14
SHEE
C
D
APPROVED FOR CONSTRUC11ON SHEE
CITY OF EDMONDS
DATE: OAA - t�
NTS NTI 10 NTS BY: I_z/1 IV I rl-
Not Used Not Used Not Used CITY ENGINEERING DIVISIO'N CL4_,
WESTERN AVENUE
FTLE, WA 98121
106-728-0480
06-728-0476
V.MCCARCH.COM
IGHT 2012 McCLELLAN ARCHITECTS
IINE STREET - SUITE 300
7LE, WA 98 101
16/343-0460
16/343-5691
)NSULTING
ICTURAL AND CIVIL
NEERING CORPORATION
JECT:
SLOW RESIDENCE
28 TALBOT ROAD
VIONDS, WA 98026
NT:
qNY & HOLLY ONLSOW
28 TALBOT ROAD
VIONDS, WA 98026
MIT SET
!-12-06 1 PERMIT CORRECTIONS
C.
WAS
rA
26577
VL�
4�GISTS
001 z
.............................................. ........................ ........................ ........................ ........................ ........................ ........................ ........................
........................ ................. ------
80
EXISTING GRADE
........................ ................... .... :APPROXIMATELY. 20% ..................... ........................ ........................
.. . .....
........................ ........................ ........................ .............. . .....
::(lV:5H) SLOPE
....................................................................................... ....................................
................................................. ................................................. ; .......................
.... ............... ............. . .......................
.....................
R
70 .................. ........................ ........................ ........................ ..............
..................... ........................ ........................ ......
................ ....................
...................... .............. ; ......................
.... ........... ........................................................
........... ........... A .......................
............... ...... ......
...................................................
- - - 7
..... ....... ..... ....... ...... ......
�SLAB::ON
GRADE
x
GARAGE
60 ..... ........................ ........................
........................ ........................ ........................ ...................
...................
........................ ........................ ..................... ...... . . . . . .
......................
........................
BACKFILL: EAST END -
OF OLD BASEMENT
50 ........................ .................................................
........................ ........................ ................................................. ..................... .......
................. 0 . +
. 0 . 0 ................... .........................................................................
1+00
......... L EXCAVATION. . FOR
............
-LIS FOUNDATIONS
EXI STING BASEMENT
NEW CRAWL SPACE
TO REMAIN
BELOW SLAB
.................................................................................... ...........................................
IUKIL. I I U
VERT. 1 10'
kirtio nrnil
2605 WESTERN AVENUE
SEATTLE, WA 98121
PH: 206-728-0480
FX 206-728-0476
WWW.MCCARCH.COM
COPYRIGHT 2012 McCLELLAN ARCHITECTS
C"o 0 U %02"H L I N
PORTER
"LUNDEEN
413 PINE STREET - SUITE 300
SEATTLE, WA 98 101
P: 206/343-0460
F: 206/343-5691
A CONSULTING
STRUCTURAL AND CIVIL
ENGINEERING CORPORATION
PROJECT:
ONSLOW RESIDENCE
17528 TALBOT ROAD
EDMONDS, WA 98026
CLIENT:
DENNY & HOLLY ONLSOW
17528 TALBOT ROAD
EDMONDS, WA 98026
FIT&W
A LIP
ISSUE:
PERMIT SET
2012-12-06AJ PERMIT CORRECTIONS
701
OLANTER PER ARCH'L
EXISTING GRADE
APPROXIMATELY 20%
(lV:5H) SLOPE
an
............ ... ...................... ........................
EX ROCKERY
TO REMAIN
50
........................................................................
2+00
APPROVED FOR CONSTRUC11ON
CITY OF EDMONDS
DATE:
BY:
CITY ENGINEERING DIVISION
C.
0 WA
26577
GISTS
DATE:
14 NOVEMBER 2012
SHEET TITLE: