707 MAIN ST.PDFIII III I III 1 11 111111111
14181
707 MAIN ST
I
ADDRESS:-707 6U(VL ST-
TAXACCOUNT/PARCELM 004-'�o42_08705q0l
BUILDING PERMIT (NEW STRUCTURE) #:
COVENANTS (RECORDED).FOR:
CRITICAL AREAS #: DETERMINATION: Conditional Waiver Study Required Waiver
CRITICAL AREAS #: DETERMINATION: Conditional Waiver Study Required E] Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DATED:
EASEMENT(S) RECORD FOR:
PERMITS (OTHER — list permit #'s):
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED:
SEWER LID FEE $:
LID
SHORT PLAT FILE:
LOT:
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
121 5th AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - fax (425) 771-0221
www.edmondswa.gov
DEVELOPMENT SERVICES DEPARTMENT
/117C. 1goQ3
July 15, 2015
MEMO TO:
Edmonds School District
Verizon Northwest
SNOCOM Police and Fire Dispatch
SNOPAC
Snohomish County E911
U'.S. Post Office
Snohomish County Assessor's Office
Snohomish County Information Services
Snohomish County P.U.D.
Puget Sound Energy
S1
nL,,.: ILE
Fire District I
Edmonds Police Department
Edmonds Utility Billing
Edmonds Public Works
Edmonds Building/Street File
Edmonds Address Files
Lynnwood Disposal
Comcast Cable
Waste Management Northwest
Allied Waste
Please be advised that the attached address has been added to the Edmonds address
system.
New address: 707 Main St.
Parcel: 00434208703501
DAVE EARLING
MAYOR
If you have any questions regarding this letter, please contact a City of Edmonds Permit
Coordinator at 425-771-0220. Please contact our office if you wish to be removed from
future address change notifications.
Sincerely,
Linda Thomquist
Permit Coordinator
Cc: file
Incorporated August 11, 1890
Sister City - Hekinan, Japan
Page I of I
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RAM Engineering STRFFT F11 1:
Memorandum
To: Jennifer Lambert Date: August 13, 2015
City of Edmonds A) 06 17 2015
Engineering Division BUILDING DEPARTMENT
CffY OF EDMONDS
From: Rob Long, PE
RAM Engineering
Subject: Wurdeman- 707 Mani St (BLD20150604)
Drainage Memo- Revise Stormwater Control System to a Detention Pipe
RAM Job No. 15-017
This memo provides the stromwater control system evaluation for a revision to change the originally proposed drywell
system to a standard detention pipe system for the Wurdeman residence at 707 Main St. The stormwater control
detention pipe has be sized using the City of Edmonds Simplified Sizing Approach. The pre -sized approach for sizing flow
control BMPs has been developed for Small Site Projects in Edmonds with between 2,000 and 10,000 square feet of new
and replaced impervious surface area. Edmonds handout E72-A provide simplified sizing guidelines.
Project Impervious Area Summary:
Proposed Impervious = 4,700 sf
Building Rooftop, Deck, Patio and Walks = 3,130 sf sf
Driveway (pollution generating) = 1,570 sf sf
Underground Detention Tank Sizing: Per Table 1 of handout E72-A, 5,000 sf if impervious requires 56 ft length of 24 in
diameter detention pipe with a 3/4 in diameter orifice:
Contributing New Plus
Replaced Impervious
Surface Area (sl)
Le gth of Pioe
yo For Given Inside Diameter
18-inch
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24-Inch
30-inch
36-Inch
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Orifice Size:
= 0.5 (1121 inch diameter 0.75 (314) inch (Ii7orte7r I
= 0.625 (518) inch dianvoter 0.875 (7/8) inch dianioer
Proposed Detention Tank. 56 ft - 24" Pipe with X" orifice size.
8112V6
City of Edmonds
Critical Area Notice of Decision
Applicant:
Property Owner:
Critical Area File#:
Permit NumbeK:
Zn (5 4
Site Location:
Parcel Number:
3 qzos -763S;CD
Project Description:
,j
F-1 Conditional Waiver. No critical area report is required for the project described above.
I . There will be no alteration of a Critical Area or its required buffer.
2. The proposal is an allowed activity pursuant to ECDC 23.40.220, 23.50.220, and/or
23.80.040.
3. The proposal is exempt pursuant to ECDC 23.40.230.
F-1 Erosion Hazard. Project is within erosion hazard area. Applicant must prepare an erosion and
sediment control plan in compliance with ECDC 18.30.
Critical 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:
I v1 The proposal minimizes the impact on critical areas in accordance with ECDC 23.40.120,
Mitigation sequencing;
2. v-' The proposal does not pose an unreasonable threat to the public health, safety, or welfare
on or off the development proposal site;
3. V" The proposal is consistent with the general purposes of this title and the public interest;
4. Any alterations permitted to the critical area are mitigated in accordance with 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. The proposal is consistent with other applicable regulations and standards.
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).
Reviewer
Signature
(31,115-
Date
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 1211612010
LEGEND SITE PLAN
PROPERTY OWNER
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A-1
January 21, 2015
Updated July 1, 2015
ES-3710.01
Leif Helleren Construction Inc.
PO Box 1764
Edmonds, Washington 98026
STREET FILE
I",
AUG 2 4 2015
BUILDING DEPARTMENT
Attention: Mr. Leif Helleren CITY OF EDMONDS
Subject: Updated Geotechnical Evaluation
Proposed Single -Family Residences
707 and 711 Main Street
Edmonds, Washington
Reference: City of Edmonds
Critical Areas Reconnaissance Report
Critical Areas File Number CRA20150048
June 1, 2015
GeoDimensions
Topographic & Boundary Survey
January 14, 2015
RAM Engineering, Inc.
Site Development Plan
May 13, 2015
James P. Minard
Geologic Map of Edmonds
1983
Edmonds City Code
Chapters 23.40 and 23.80
Earth
S lu
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tio
ollutions
N ",
Earth Solutions NW LLC
• Geotechnical Engineering
• Construction Monitoring
• Environrrfental Sciences
Landau Associates
North Edmonds Earth Subsidence and Landslide Hazard Area Summary Report
March 14, 2004
2005 DOE Manual
.Section 3.3.6
Dear Mr. Helleren:
As requested, Earth Solutions NW, LLC (ESNW) has prepared this geotechnical evaluation
letter for the above referenced proposed single-family residences. This geotechnical evaluation
has been updated to address the referenced City of Edmonds Critical Areas Reconnaissance
Report.
1805 - 136th Place N.E., Suite 201 0 Bellevue, WA 98005 0 (425) 449-4704 a FAX (425) 449-4711
Lief Helleren Construction, Inc.
January 21, 2015
Updated July 1, 2015
Prooect Description
ES-3710.01
Page 2
The subject site is located at 711 Main Street in Edmonds, Washington, as illustrated on the
attached Vicinity Map (Plate 1). The site consists of a single residential tax parcel (Snohomish
County parcel number 00434208703300) covering approximately 0.38 acres of land area. The
site moderately descends to the north, west, and south from the existing building pad area.
Existing rockeries are located along the south side of the property_ as well as a portion of the
north side of the property.
We understand the existing single-family structure will be demolished and two new single-family
structures will be constructed. We understand the site will be cut down eight to ten feet or more
to become relatively level with the surrounding properties and frontage along Main Street. We
understand infiltration methods such as drywells will be utilized as part of the storm drainage
design for the new single-family residences.
Subsurface Conditions
As part of this geotechnical evaluation, three test pits were excavated within the property for the
purpose of assessing the soil and groundwater conditions. The test pits were advanced to a
maximum depth of approximately six feet below existing grades. The test pit locations are
displayed on the attached Test Pit Location Plan (Plate 1).
Soil conditions at the test pit locations were observed to primarily consist of native silty sand
(Unified Soil Classification SM) near -surface which grades to poorly graded sand (SP) at -depth.
The native sand soils were generally observed to be in a medium dense condition at a depth of
approximately two to three feet below existing grades. Please reference the attached test pit
logs for a more detailed description of subsurface conditions.
Review of geologic mapping of the area indicates the site is underlain by advance outwash
(Qva) deposits. The soil conditions observed at the test pit locations were generally consistent
with outwash sand deposits.
Geologically Hazardous Areas Assessment
As part of this geotechnical evaluation, the referenced chapters of the Edmonds City Code was
reviewed. Per the Edmonds City Code requirements, the following topics related to
development plans and site conditions are addressed.
Slope Reconnaissance
During our fieldwork, we performed a visual slope reconnaissance across the steep slope area
to the northwest of the site and the minor steep slope areas throughout the site. The steep
slope to the northwest of the site appears to be partially manmade, likely created by a
combination of cut and fill grading activities associated with the alley and the house to the
north. The steep slope to the northwest of the site is vegetated with grass groundcover. The
steep slope areas throughout the site are comprised of rockeries and rubble walls near the site
boundaries to the north and south and were likely constructed as part of the grading activities
associated with the alley and Main Street.
Earth Solutions NK LLC
Leif Helleren Construction Inc.
January 21, 2015
Updated July 1, 2015
ES-3710.01
Page 3
The main focus of our reconnaissance was to identify signs of instability or erosion hazards
along the slopes, rockeries, and rubble walls. The typical instability indicators include features
such as head scarps, tension cracks, hummocky terrain, groundwater seeps along the surface,
erosion features such as gulleys and rills, and bulges in the rockeries or rubble wall. During the
slope reconnaissance, no signs of recent, large scale erosion or slope instability were observed
either on -site or adjacent to the site. In general, based on the slope reconnaissance, stability of
the steep slope to the northwest of the property and the rockeries and rubble walls on -site can
be characterized as good.
Landslide Hazard Areas
With respect to landslide hazard areas, section 23.80.020 of the Edmonds City Code defines
landslide hazard areas as "areas potentially subject to landslides based on a combination of
geologic, topographic, and hydrologic factors. They include areas susceptible because of any
combination of bedrock, soil, slope (gradient), slope aspect, structure, hydrology, or other
factors. Within the city of Edmonds, landslide hazard areas specifically include:
1. Areas of ancient or historic failures in Edmonds which include all areas within the
earth subsidence and landslide hazard area as identified in the 1979 report of Robert
Lowe Associates and amended by the 1985 report of GeoEngineers, Inc.;
2. Any area with a slope of 40 percent or steeper and with a vertical relief of 10 feet or
more except areas composed of consolidated rock;
3. Any area potentially unstable as a result of rapid stream incision or stream bank
erosion; and
4. Any area located on an alluvial fan, presently subject to, or potentially subject to,
inundation by debris flow or deposition of stream-tra ns ported sediments."
Based on site observation and the referenced critical areas reconnaissance report, a north -
descending steep slope is located across the alley to the northwest of the subject property. Per
the above definition of landslide hazard areas, the steep slope to the northwest of the subject
property classifies as a landslide hazard area based on a slope gradient of 40 percent or
steeper with a vertical relief of 10 feet or more. The proposed development will not alter the off -
site landslide hazard area.
Earth Solutions NW, LLC
Leif Helleren Construction Inc.
January 21, 2015
Updated July 1, 2015
ES-3710.01
Page 4
Based on the referenced critical areas report, landslide hazard areas are located along the
north and south property boundaries. The on -site landslide hazard area at the north property
boundary consists of a rockery and rubble wall with backslope up to approximately eight feet in
total height. The on -site landslide hazard area at the south boundary line consists of a rockery
with backslope up to approximately 15 feet in total height. Based on the above definition, the
rubble ' wall and rockery with backslope at ' the north boundary line does not classify as a
landslide hazard area as it is less than 10 feet in total height and the rockery with backslope at
the south boundary line classifies as a landslide hazard area based on a slope gradient of
greater than 40 percent or steeper with a verti * cal relief of 10 feet or more. The proposed
project will include deconstructing the existing rockeries and rubble walls on -site and cutting the
overall site grades down to be approximately level at the Main Street frontage, effectively
removing the manmade features and creating a level grade. The proposed project grading will
incorporate minor landscape walls and stable permanent slope gradients of a maximum of
2H:1V (Horizontal:Vertical).
Erosion Hazard Areas
With respect to erosion hazard areas, section 23.80.020 of the Edmonds City Code defines
erosion hazards as "at least those areas identified by the U.S. Department of Agriculture's
Natural Resources Conservation Service as having a "moderate to severe", "severe", or "very
severe" rill and inter -rill erosion hazard. Erosion hazard areas are also thos ' e areas impacted by
shoreland and/or stream bank erosion. Within the city of Edmonds, erosion hazard areas
include:
1. Those areas of the city of Edmonds containing soils that may experience severe to
very severe erosion hazard. This group of soils includes, but is not limited to, the
following when they occur on slopes of 15 percent or greater:
a. Alderwood soils (15 to 25 percent slopes);
b. Alderwood/Evereft series (25 to 70 percent slopes);
c. Everett series (15 to 25 percent slopes);
2. Any area with slopes of 15 percent or greater and impermeable soils interbedded
with granular soils and springs or ground water seepage; and
3. Areas with significant visible evidence of ground water seepage, and which also
include existing landslide deposits regardless of slope."
The on -site soils are generally consistent with Alderwood urban land complex. Based on the
Edmonds City Code definition, the areas on -site and adjacent to the site which are steeper than
15 percent classify as erosion hazard areas. In our opinion, the sand soils observed at the test
pit locations generally exhibit a low erosion hazard potential. We recommend to incorporate
typical temporary and permanent erosion control features such as silt fencing along the site
boundary, temporary surface water control features (as necessary), and permanent
landscaping. In our opinion, the proposed project will not increase the erosion potential of the
site or surrounding properties.
Earth Solutions NW, LLC
Leif Helleren Construction Inc.
January 21, 2015
Updated July 1, 2015
Analysis of Proposal
ES-3710.01
Page 5
The proposed development will involve demolition of the existing single-family residential
structure and associated outbuildings and construction of two new single-family residential
structures. Based on the information provided to us, the proposed development will not impact
the landslide hazard and erosion hazard area to the northwest of the subject site. Based on our
understanding of the proposed project, the grading will involve cuts of eight to ten feet or more
to establish frontage elevations approximately level to Main Street. The proposed grading
activities will effectively eliminate the on -site landslide hazard and erosion hazard areas. Based
on the results of our investigation, in our opinion, the proposed project will not increase the
threat of the geological hazard to adjacent properties beyond predevelopment conditions and
will not adversely impact other critical areas.
Minimum Buffer and Building Setback
Based on the results of our study and our understanding of the proposed development, in our
opinion, the proposed development should incorporate a minimum no -disturbance buffer of 10
feet and a minimum building setback of 15 feet from the landslide hazard area located to the
northwest of the subject site.
Geotechnical Considerations
Based on the results of our investigation, the proposed single-family structures can be
supported on conventional spread and continuous footings bearing on undisturbed competent
native soil, recompacted native soil, or new structural fill. Based on the soil conditions
encountered at the test sites, competent native soils suitable for support of foundations should
be encountered at depths of approximately two to three feet below existing grades. The soils
encountered at the test pit locations generally have a moderate to high sensitivity to moisture
based on the fines content of the soil. Compaction of the soil to the levels necessary for use as
structural fill will be difficult during wet weather conditions. Where loose or unsuitable soil
conditions are encountered at foundation subgrade elevations during site preparation activities,
compaction of the soils to the specifications of structural fill, or overexcavation and replacement
with granular structural fill will be necessary. Structural fill should consist of suitable granular
soils compacted to 90 percent of Modified Proctor. Organic material exposed at foundation
subgrade elevations must be removed and grades restored with structural fill.
Provided the structures will be supported as described above, the following parameters can be
used for design of the new foundations:
• Allowable soil bearing capacity- 2,500 psf
• Passive earth pressure 300 pcf (equivalent fluid)
• Coefficient of friction 0.40
A'one-third increase in the allowable soil bearing capacity can be assumed for short-term wind
and seismic loading conditions.
Earth Solutions NW, LLC
Leif Helleren Construction Inc.
January 21, 2015
Updated July 1, 2015
ES-3710.01
Page 6
With structural loading as expected, total settlement in the range of one inch is anticipated, with
differential settlement of about one-half inch, The majority of the settlements should occur
during construction, as dead loads are applied.
Seismic Considerations
The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted
under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for
Buildings and Other Structures, Site Class D, should be used for design.
In our opinion, the site is not susceptible to liquefaction. The soil relative density and the
absence of an established shallow groundwater table is the primary basis for this opinion.
Drainage
Surface grades must be designed to direct water away from the buildings. The grade adjacent
to the buildings should be sloped away from the buildings at a gradient of at least 2 percent for
a horizontal distance of ten feet. In our opinion, perimeter footing drains should be installed at
or below the invert of the building footings.
Infiltration Evaluation
We understand drywells will be utilized for on -site infiltration. For design, the long term
infiltration rate was evaluated based on the criteria specified in the referenced 2005 DOE
Manual (Section. 3.3.6). Table 3.7 of the referenced DOE Manual provides criteria for
estimating the long term infiltration rate based on sieve analysis data and soil classification.
Based on the sieve analysis data from soil samples collected at test pit location TP-1
(representative location for proposed infiltration system) the soil is classified as gravelly sand to
extremely gravelly coarse sand. Given the sieve analysis testing and observation of soil
conditions by the undersigned during the field exploration, the criteria specified in Table 3.7 of
the referenced DOE Manual is an acceptable method for deriving a long term infiltration rate.
Based on review of the soil data and referenced DOE Manual assuming a sand soil condition at
the infiltration surface, the following long term infiltration rate is recommended for design:
Recommended Long Term Infiltration Rate 2.0 in./hr.
We recommend the proposed drywells be located with a setback of at least 25 feet from the top
of the landslide hazard area to the northwest of the subject site. The geotechnical engineer
should observe the excavations ' for the proposed infiltration system to confirm soil conditions at
the time of construction. We recommend an overflow provision be included in the infiltration
system design.
Earth Solutions NW, LLC
Leif Helleren Construction Inc.
January 21, 2015
Updated July 1, 2015
Limitations
ES-371 0.01
Page 7
The recommendations and conclusions provided in this geotechnical evaluation letter are
professional opinions consistent with the level of care and skill that is typical of other members
in the profession currently practicing under similar conditions in this area. A warranty is not
expressed or implied. Variations in the soil and groundwater conditions observed at the test pit
locations may exist, and may not become evident until construction. ESNW should reevaluate
the conclusions in this geotechnical evaluation letter if variations are encountered.
Should you require additional information, or have questions, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
L'E=Vt\
V
Henry T. Wright, E.I.T.
Staff Engineer
0 4t-
Attachments: Vicinity Map (Plate 1)
Test Pit Location Plan (Plate 2)
Test Pit Logs
Grain Size Distribution
Raymond A. Coglas, P.E.
Principal
Earth Solutions NW, LLC
Reference: NORTH
Snohomish County, Washington
Map 454
By The Thomas Guide
Rand McNally
32nd Edition
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
Earth rth Solutions NWLLC
Solutions
NW LLC technical Engineering, Construction Monitoring
and Environmental Sciences
Vicinity Map
711 Main Street
Edmonds, Washington
IMI ME
Proi. No. 3710
Date Jan. 2015
Gravel Roadway
140 — — — — — — — — — — 150
-.7 7
--T - - - - - -
Shed
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TP-21
t
Existing H"Jusse
LEGEND
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Into Hill
160
34
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— — — — — — — — — 160
- — — — — — — - — — --- — — — — — — — — — - — — —
MAIN "STR-EET
TP-1 -A—Approximate Location of
ESNW Test Pit, Proj. No.
ES-3710, Jan. 2015
J Subject Site
Existing Building
NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illustrate the
approximate test locations relative to the approximate locations of
existing and / or proposed site features. The information illustrated
is largely based on data provided by the client at the time of our
study. ESNW cannot be responsible for subsequent design changes
or interpretation of the data by others.
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
NORTH
0 15 30 60
Scale in Feet
Earth �rth Solutions NWLLC
Solutions
NW LLC eotechnical Engineering, Construction Monitoring
and Environmental Sciences
Test Pit Location Plan
711 Main Street
Edmonds, Washington
Proj. No. 3710
Earth Solutions NWLLc
SOIL CLASSIFICATION CHART
MAJOR DIVISIONS
SYMBOLS
TYPICAL
DESCRIPTIONS
GRAPH I
LETTER
GRAVEL
AND
CLEAN
GRAVELS
49
o
W! .4
GW
WELL -GRADED GRAVELS. GRAVEL -
SAND MIXTURES, LITTLE OR NO
INES
W
P 0
GP
POORLY -GRADED GRAVELS.
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
GRAVELLY
SOILS
8'
(LrrrLE OR NO FINE))
COARSE
GRAINED
SOILS
MORE THAN 50%
OF COARSE
GRAVELS WITH
FINES
0
q .'
0
'M
GM
SILTY GRAVEM GRAVEL - SAND -
SILT MIXTURES
FRACTION
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
GC
CLAYEY GRAVELS, GRAVEL - SAND -
CLAY MIXTURES
SAND
AND
CLEAN SANDS
X.
sw
WELL -GRADED SANDS, GRAVELLY
SANDS, LITTLE OR NO FINES
MORETHAN50%
OF MATERIAL Is
x
SP
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
FINES
LARGER THAN
NO. 200 SIEVE
SIZE
SANDY
SOILS
(LITTLE OR NO FINES)
SANDS WITH
FINES
sM
SILTY SANDS, SAND -SILT
MIXTURES
MORE THAN 50%
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECIABLE
AMOUNT OF FINES)
sc
CLAYEY SANDS, SAND - CLAY
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS. ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
FINE
GRAINED
SILTS
AND LIQUID LIMIT
LESS THAN 50
CLAYS
CL
INORGANIC CLAYS OF LOW TO
MEDIUM PLASTICITY. GRAVELLY
CLAYS, SANDY CLAYS, SILTY
CLAYS. LEAN CLAYS
SOILS
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50Y.
OF MATERIAL IS
MH
INORGANIC SILTS, MICACEOUS OR
DIATOMACEOUS FINE SAND OR
SMALLER THAN
SILTY SOILS
NO. 200 SIEVE
NU
CIN
INORGANIC CLAYS OF HIGH
PLASTICITY
SIZE
SILTS LIQUID LIMIT
AND GREATER THAN 50
CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
PT
PEAT. HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate borderline soil classifications.
The discussion In the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
Earth Solutions NW TEST PIT NUMBER TP-1
b..�M 1805 - 136th Place N.E., Suite 201 PAGE I OF 1
Bellevue, Washington 98005
Telephone: 425-449-4704
NUME
Fax: 425-449-4711
CLIENT Leif Helleren Construction, Inc. PROJECT NAME 711 Main Street
PROJECTNUMBER 3710 PROJECTLOCATION Edmonds,��hin ton
DATE STARTED 12/30/14 COMPLETED 12/30/14 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION
NOTES Grass AFTER EXCAVATION
W
cc
W
w ai
TESTS
CL 6
MATERIAL DESCRIPTION
W
Cd
M z
0
Brown silty SAND, loose, damp (Disturbed Native)
SM
3.0
Tan poorly graded SAND with gravel, medium dense, damp
SID
MC 6.80%
5
Fines = 4.00%
MC = 3.30%
5.0 [USDA Classification: gravelly SAND]
Gray poorly graded SAND with gravel, medium dense to dense, damp
Fines 0.10%
SP
6.D [USDA Classification: extremely gravelly coarse SAND]
Test pit taffninated at 6.0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 6.0 feet.
b..�M Earth Solutions NW TEST PIT NUMBER TP-2
1805 - 136th Place N.E., Suite 201
�Mmw_ Bellevue, Washington 98005 PAGE I OF I
Now=Telephone: 425-449-4704
Fax: 425A49-4711
CLIENT Leif Helleren Construction, Inc. PROJECT NAME 711 Main Street
PROJECTNUMBER 37110 PROJECTLOCATION Edmonds, WashtgLoj_
DATE STARTED 1115/15 COMPLETED 1/15/15 GROUND ELEVATION - TEST PIT SIZE
EXCAVATION CONTRACTOR -Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION —
LOGGED BY -DAM CHECKED BY HTW AT END OF EXCAVATION —
NOTES Grass AFTER EXCAVATION
W
0.
W
W
C1
W
W Co
L)
EL 0
MATERIAL DESCRIPTION
D
'E z
_j
Dark brown silty SAND, loose, moist (Topsoil / Fill)
SM
Brown silty SAND, loose, moist
SM
2.5
Tan poorly graded SAND with gravel, medium dense, damp to moist
SID
X4,6
-scattered cobbles
Test pit tirminated at 4.5 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 4.5 feet.
Earth Solutions NW TEST PIT NUMBER TP-3
1805 - 136th Place N.E., Suite 201
PAGE 1 OF I
Bellevue, Washington 98005
Telephone: 425-449-4704
Fax: 425-449-4711
CLIENT Leif Helleren Construction. Inc. PROJECT NAME 711 Main Street
PROJECTNUMBER 3710 PROJECT LOCATION _Edm_qnds,.jyqstLnqton
DATE STARTED 1/15/15 COMPLETED 1/16116 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUNDWATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY -DAM CHECKED BY HTW AT END OF EXCAVATION
NOTES Grass AFTER EXCAVATION
W
w
uj
0
MATERIAL DESCRIPTION
W
_j
ZE; z
co
0
1
1
1
Brown silty SAND, loose, moist
SM
Tan poorly graded SAND with gravel, medium dense, damp to moist
SID
5.0
Test pit terminated at 5.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 5.0 feet.
Earth
Wilt.
IN
1111
1
M1
MINE
11
MINIM
I
Ills
1111
I
I
I
lowillillism
I
I
MINE
I
1
11
HIRE
1
11
In
I
I
IN
I
1111
Lim
IN
I
I
III
@'Eli
11
INN
11111,
Ell
11
-,,1
on
1611
111
1111
I
Ills
1111M
III
in
IN
I
M
111,11111
1
MINIMUM
INN
ME111
01
lin
Lill!
111ME11111111M
11111111111
111111111MM111;
MEN
11110
SAND
SILT OR CLAY
fine
coarse I medium fine
Classification
USDA: Tan Gravelly Sand. USCS: SP with Gravel.
MMM
STREET FILE
January 21, 2015
ES-371 0
Leif Helleren Construction Inc.
PO Box 1764
Edmonds, Washington 98026
Attention: Mr. Leif Helleren
AUG 2 4 2015
,,UILDING DE A"ENT
CITY M S
OF ED OND
Subject: Geotechnical Evaluation
Proposed Single -Family Residence
711 Main Street
Edmonds, Washington
Reference: GeoDimensions
Topographic & Boundary Survey
January 14, 2015
James P. Min ard
Geologic Map of Edmonds
1983
2005 DOE Manual
Section 3.3.6
Dear Mr. Helleren:
C', Eartjh
ll Soluti ns
NWLLC
Earth Solutions NW LLC
• Geotechnical Engineering
• Construction Monitoring
• Environmental Sciences
As requested, Earth Solutions NW, LLC (ESNW) has prepared this geotechnical evaluation
letter for the above referenced proposed single-family residence. The undersigned staff
engineer observed the excavation of three test pits within the property.
Proeect Description
The subject site is located at 711 Main Street in Edmonds, Washington, as illustrated on the
attached Vicinity Map (Plate 1). The site consists of a single residential tax parcel (Snohomish
County parcel number 00434208703300) covering approximately 0.38 acres of land area. The
site moderately descends to the north, west, and south from the existing building pad area.
Existing rockeries are located along the south side of the property as well as a portion of the
north side of the property.
1805 - 136th Place N.E., Suite 201 a Bellevue, M 98005 9 (425) 449-4704 , FAX (425) 449-4711
Leif Helleren Construction Inc.
January 21, 2015
ES-371 0
Page 2
We understand the existing single-family structure will be demolished and a new single-family
structure will be constructed. We understand the site will be cut down six to eight feet or more
to become relatively level with the surrounding properties and frontage along Main Street. We
understand infiltration methods such as drywells or trenches will be utilized as part of the storm
drainage design for the new single-family residence.
Subsurface Conditions
As part of this geotechnical evaluation, three test pits were excavated within the property for the
purpose of assessing the soil - and groundwater conditions. The test pits were advanced to a
maximum depth of approximately six feet below existing grades. The test pit locations are
displayed on the attached Test Pit Location Plan (Plate
Soil conditions at the test pit locations were observed to primarily consist -of native silty sand
(Unified Soil Classification SM) near -surface which grades to poorly graded sand (SP) at -depth.
The native sand soils were generally observed to be in a medium dense condition at a depth of
approximately two to three feet below existing grades. Please reference the attached test pit
logs for a more detailed description of subsurface conditions.
Review of geologic mapping of the area indicates the site is underlain by advance outwash
(Qva) deposits. The soil conditions observed at the test pit locations were generally consistent
with outwash sand deposits.
Geotechnicall Considerations
Based on the results of our study, the proposed single-family structure can be supported on
conventional spread and continuous footings bearing on undisturbed competent native soil,
recompacted native soil, or new structural fill. Based on the soil conditions encountered at the
test sites, competent native soils suitable for support of foundations should be encountered at
depths of approximately two to three feetbelow existing grades. The soils encountered at the
test pit locations generally have a moderate to high sensitivity to moisture based on the fines
content of the soil. Compaction of the soil to the levels necessary for use as structural fill will be
difficult during wet weather conditions. Where loose or unsuitable soil conditions are
encountered at foundation subgrade elevations during site preparation activities, compaction of
the soils to the specifications of structural fill, or overexcavation and replacement with granular
structural fill will be necessary. Structural fill should consist of suitable granular soils
compacted to 90 percent of Modified Proctor. Organic material exposed at foundation
subgrade elevations must be removed and grades restored with structural fill.
Provided the structure will be supported as described above, the following parameters can be
used for design of the new foundations:
• Allowable soil bearing capacity 2,500 psf
• Passive earth pressure -300 pcf (equivalent fluid)
• Coefficient of friction 0.40
Earth Solutions NW, LLC
Leif Helleren Construction Inc. ES-371 0
January 23, 201.5 Page 3
A one-third increase in -the allowable soil bearing capacity can be assumed for short-term wind
and seismic loading conditions.
With structural loading as expected, total settlement in the range of one inch is anticipated, with
differential settlement of about one-half inch. The majority of the settlements should occur
during construction, as dead loads are applied.
Seismic Considerations
The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted
under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for
Buildings and Other Structures, Site Class D, should be used for design.
In our opinion, the site is not susceptible to liquefaction. The soil relative density and the
absence of an established shallow groundwater table is the primary basis for this opinion.
Drainage
Surface grades must be designed to direct water away from the building. The grade adjacent to
the building should be sloped away from the building at a gradient of at least 2 percent for a
horizontal distance of ten feet. In our opinion, perimeter footing drains should be installed at or
below the invert of the build,ing footings.
Infiltration Evaluation
We understand drywells or infiltration trenches may be utilized for on -site infiltration. For
design, the long term infiltration rate was evaluated based on the criteria specified in the
referenced 2005 DOE Manual (Section 3.3.6). Table 3.7 of the referenced DOE Manual
provides criteria for estimating the long term infiltration rate based o ' n sieve analysis data and
soil classification. Based on the sieve analysis data from soil samples collected at test pit
location TP-1 (representative location for proposed infiltration system) the soil is classified as
gravelly sand to extremely gravelly coarse sand. Given the sieve analysis testing and
observation of soil conditions by the undersigned during the field exploration, the criteria
specified in Table 3.7 of the referenced DOE Manual is an acceptable method for deriving a
long term infiltration rate. Based on review of the soil data and referenced DOE Manual
assuming a sand soil condition at the infiltration surface, the following long term infiltration rate
is recommended for design:
Recommended Long Term Infiltration Rate 2.0 in./hr.
The geotechnical engineer should observe the excavations for the proposed infiltration system
to confirm soil conditions at the time of construction. We recommend an overflow provision be
included in the infiltration system design.
Earth Solutions NW, LLC
Leif Helleren Construction Inc.
January 23, 2015
Limitations
ES-371 0
Page 4
The recommendations and conclusions provided in this geotechnical evaluation letter are
professional opinions consistent with the level of care and skill that is typical of other members
in the profession currently practicing under similar conditions in this area. A warranty is not
expressed or implied. Variations in the soil and groundwater conditions observed at the test pit
locations may exist, and may not become evident until construction. ESNW should reevaluate
the conclusions in this geotechnical evaluation letter if variations are encountered.
Should you require additional information, or have questions, please call.
Sincerely,
EARTH SOLUTIONS NW, LLC
Henri T. Wright, E.I.T.
Staff Engineer
� �f
Attachments: Vicinity Map (Plate 1)
Test Pit Location Plan (Plate 2)
Test Pit Logs
Grain Size Distribution
Raymond A. Coglas, P.E.
Principal
Earth Solutions NW, LLC
NORTH
Reference: g L--e-xL- g
Snohomish County, Washington and Environmental Sck
4
Map 454
By The Thomas Guide Vicinity Map
Rand McNally 711 Main Street
32nd Edition il 0 Edmonds, Washington
NOTE: This plate may contain areas of color. ESNW cannot be Drwn. GLS Date 01/30/2015[Proi. No. 3710
responsible for any subsequent misinterpretation of the information —
resulting from black & white reproductions of this plate. Checked HTW I Date Jan. 2015 FPlate 1
Gravel Roadway
140 — — — --- — 150
_7
S:hed
TP-21
Existing H�use
LEGEND
Bldg. Buift
Into Hill
160
34
\J -33
�Tl?-:3t
__T __160
L— — — — — -
Vin
MAIN, STR-EET
TP-1 --LApproximate Location of
ESNW Test Pit, Proi. No.
ES-3710, Jan. 2015
Subject Site
Existing Building
NOTE: The graphics shown on this plate are not intended for design
purposes or precise scale measurements, but only to illustrate the
approximate test locations relative to the approximate locations of
existing and / or proposed site features. The information illustrated
is largely based on data provided by the client at the time of our
study. ESNW cannot be responsible for subsequent design changes
or interpretation of the data by others.
NOTE: This plate may contain areas of color. ESNW cannot be
responsible for any subsequent misinterpretation of the information
resulting from black & white reproductions of this plate.
NORTH
;00� �16'
4 1i
0 15 30 60
1 11=30' " Scale in Feet
Earth arth Solutions NWLLC
Solutions
G
NW LLC eotechnical Engineering, Construction Monitoring
and Environmental Sciences
Test Pit Location Plan
711 Main Street
Edmonds, Washington
Proi. No. 3710
Earth Solutions NWLLC
SOIL CLASSIFICATION CHART
. SYMBOLS
TYPICAL
MAJOR DIVISIONS
DESCRIPTIONS
GRAPH
LETrER
CLEAN
WELL -GRADED GRAVELS, GRAVEL -
GRAVEL
GRAVELS
GW
SAND MIXTURES, LITTLE OR NO
FINES
AND
POORLY -GRADED GRAVELS,
GRAVELLY
SOILS
(LITTLE OR NO FINES)
GP
GRAVEL - SAND MIXTURES, LITTLE
OR NO FINES
COARSE
GRAINED
GRAVELS WITH
GM
SILTY GRAVELS, GRAVEL -SAND -
SOILS
MORE THAN 50%
FINES
SILT MIXTURES
OF COARSE
FRACTION
RETAINED ON NO.
4 SIEVE
(APPRECIABLE
GC
CLAYEY GRAVELS, GRAVEL - SAND -
AMOUNT OF FINES)
CLAY MIXTURES
CLEAN SANDS
sw
WELL -GRADED SANDS, GRAVELLY
MORE THAN 50%
SAND
SANDS, LITILE OR NO FINES
OF MATERIAL IS
AND
x
SID
POORLY -GRADED SANDS,
GRAVELLY SAND, LITTLE OR NO
LARGER THAN
NO. 200 SIEVE
SANDY
SOILS
SIZE
(LITTLE OR NO FINES
FINES
SANDS WITH
SM
SILTY SANDS, SAND - SILT
MORE THAN 50%
FINES
MIXTURES
OF COARSE
FRACTION
PASSING ON NO.
4 SIEVE
(APPRECIABLE
sc
CLAYEY SANDS. SAND - CLAY
AMOUNT OF FINES)
MIXTURES
INORGANIC SILTS AND VERY FINE
ML
SANDS, ROCK FLOUR, SILTY OR
CLAYEY FINE SANDS OR CLAYEY
SILTS WITH SLIGHT PLASTICITY
SILTS
INORGANIC CLAYS OF LOW TO
FINE
LIQUID LIMIT
AND
CL
MEDIUM PLASTICITY, GRAVELLY
GRAINED
LESS THAN 50
CLAYS
CLAYS. SANDY CLAYS, SILTY
CLAYS. LEAN CLAYS
SOILS
— — —
OL
ORGANIC SILTS AND ORGANIC
SILTY CLAYS OF LOW PLASTICITY
MORE THAN 50%
INORGANIC SILTS, MICACEOUS OR
OF MATERIAL IS
MH
DIATOMACEOUS FINE SAND OR
SMALLER THAN
SILTY SOILS
NO. 200 SIEVE
SIZE
SILTS
LIQUID LIMIT
AND
CH
INORGANIC CLAYS OF HIGH
GREATER T N 50
PLASTICITY
CLAYS
OH
ORGANIC CLAYS OF MEDIUM TO
HIGH PLASTICITY, ORGANIC SILTS
HIGHLY ORGANIC SOILS
PT
PEAT, HUMUS, SWAMP SOILS WITH
HIGH ORGANIC CONTENTS
DUAL SYMBOLS are used to indicate borderline soil classifications.
The discussion in the text of this report is necessary for a proper understanding of the nature
of the material presented in the attached logs.
Earth Solutions NW TEST PIT NUMBER TP-1
1805 - 136th Place N.E., Suite 201 PAGE 1 OF 1
Bellevue, Washington 98005
Telephone: 425-449-4704
Fax: 425449-4711
C1 m Construction, Inc. PROJECT NAME 711 Main Street
PROJECT NUMBER 3710 PROJECT LOCATION Edmonds, Washington
DATE STARTED 12/30/14 COMPLETED. 12/30/14 GROUND ELEVATION TEST PIT SIZE
EXCAVA71ON CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY HTW CHECKED BY HTW AT END OF EXCAVATION
NOTES Grass AFTER EXCAVATION
W
0-
W
Cd
a--
W
-j 2
TESTS
Li
EL o
MATERIAL DESCRIPTION
W
0- =)
Ui
z
0
Brown silty SAND, [dose, damp (Disturbed Native)
SM
3.0
Tan poorly graded SAND with gravel, medium dense, damp
SP
MC 6.80%
Fines = 4.00%
MC = 3.30%
5.0 [USDA Classification: gravelly SAND]
—5
Gray poorly graded SAND with gravel, medium dense to dense, damp
Fines 0. 10%
SP
[USDA Classification: extremely gravelly coarse SAND]
Test pit terminated at 6..0 feet below existing grade. No groundwater encountered during
excavation.
Bottom of test pit at 6.0 feet.
Earth Solutions NW . TEST PIT NUMBER TP-2
1805 - 136th Place N.E., Suite 201
Bellevue, Washington 98005 PAGE I OF I
Telephone: 425-449-4704
Fax: 425-449-4711
C -n Construction, Inc. PROJECT NAME 711 Main Street
PROJECTNUMBER 3710 PROJECT LOCATION Edmonds, Washington
DATESTARTED 1/15/15 COMPLETED 1/15/15 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY DAM CHECKED BY HTW AT END OF EXCAVATION.
NOTES Grass AFTER EXCAVATION
W
a.
W
CL;E-
W
W
-j
CL 0
MATERIAL DESCRIPTION
(L
2 z
gZ
a
—0
Dark brown silty SAND, loose, moist (Topsoil Fill)
SM
1.5
Brown silty SAND. loose, moist
SM
Tan poorly graded SAND with gravel, medium dense, damp to moist
SID
X
4.5 -scattered cobbles
Test pit terminated at 4.5 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 4.5 feet.
Earth Solutions NW TEST PIT NUMBER TP-3
1805 - 136th Place N.E., Suite 201
PAGE I OF I
Bellevue, Washington 98005
Telephone: 425-449-4704
Fax: 425-449-4711
C -n Construction, Inc. PROJECT NAME 711 Main Street
PROJECTNUMBEIR 3710 PROJECT LOCATION Edmonds_ Washington
DATE STARTED 1/15/15 COMPLETED 1/15115 GROUND ELEVATION TEST PIT SIZE
EXCAVATION CONTRACTOR Client Provided GROUND WATER LEVELS:
EXCAVATION METHOD AT TIME OF EXCAVATION
LOGGED BY DAM CHECKED BY HTW AT END OF EXCAVATION
NOTES - Grass AFTER EXCAVATION
(L
Lu
Lu 00
-, M
a. 0
MATERIAL DESCRIPTION
Lu
(L :3
Cd
-3
9 -1
2 z
U)
0
Brown silty SAND, loose, moist
SM
1.5
Tan poorly graded SAND with gravel, medium dense, damp to moist
SID
5
Test pit terminated at 5.0 feet below existing grade. No groundwater encountered during excavation.
Bottom of test pit at 5.0 feet.
Alm
2x& STUDS AT 16" O.C.
11771-7-7 K_777_717'M F-777-7"q
2x45TUDS AT 16" O.C.
PROPERTY OWNER
EXISTING NALL TO REMAIN
RICK and TRACI NURDEMAN
541101155th STREET 5.N.
EXISTING NALL TO BE REMOVED
EDMONDS, NASHIN6TON 145026
.(425) 0140-5564
I/1'11zzzz=
BEARING NALL
— —
SHEAR NALL
LEGAL DESCRIPTION
7777777:=
SHEAR OR BEARING NALL AE30VE
LOTS 55 THROUGH 5-7, BLOCK 5-7, CITY OF EDMONDS,
ACCORDING TO THE FLAT THEREOF RECORDED IN VOLUME 2
F5T OR LOAD FROM ABOVE
OF FLATS, PAGE 511. RECORDS OF 5NOHOM15H COUNTY.
51TUATE IN THE COUNTY OF SNOHOMISH, STATE OF NA5HIN&TON
BEAM OR HEADER
TAX ACCOUNT NUMBER
0
P05T INITH HOLDDONN OR SEISMIC STRAP
T.O.S.
TOP OF SLAB
004542-0e)"7-055-01
T.O.N.
TOP OF NALL
LOT COVERAGE
T.O.C.
TOP OF COUNTER OR SHELF
CALCULATION
CHANGE IN LEVEL
DET. NUMBER/SHEET ON NHICH DET. 15 5HONN
LOT AREA q,6cl(b 5OUARE FEET
10I`
SECT. NUMBER/SHEET ON NHICH SECT. 15 5HONN
ACTUAL COVERAGE 25401.05 50UARE FEET
0
NALL ELEV./SHEET ON NHICH ELEV. 15 SHONN
ALLONABLE LOT COVERAGE = 55%
Ar.,MIAI = I) r_ -I e_q�_
EXISTING
SHED
NINDON NUMBER - SEE ININDON 50HEDULE
APPROVED BY PLANN1W — — — — — —
5HONER HEAD
ID
/� '15
ZONING
-+HB
HO5F_ BIB
R (0
Zone Corner Flag_
_TL
4" TIGHT LINE
gjj�ed AqW1
Setbacks Ee
—FV—
4" PERFORATED FOUNDATION DRAIN
Front z
TABLE OF AREAS
FILTER FABRIC FENCE
Sides
OD5
VONN5POUT
LIVIN& AREA 314(q 5QUARE FEET
Rear
Odier
&ARA6E 1625 50UARE FEET
PORLH 280 SOUARE FEET
- .7,7177
005
CATCH BA51N
"A==
_e:iot —Z-5--
B
DATUM
CATC1 5A51�
RIM = 1154.84'
Lw A-1wo .&x I r_L_ I
CLEAN OUT
9LAZIN6 AREA
C 562.46 SGUARE FEET
&LAZIN6 AS A PERCENTA(5E OF FLOOR AREA 25.51%
EXISTING CONTOUR
k
2012 KASHIN6TON BTATE ENERGY CODE NINDON5 .50 V \/ALUE
4,
DOOR5 .20 V \/ALUE
N
NEN CONTOUR
+ NEN POINT ELEVATION MEDIUM &AS FURNACE
"g,
A REVISION Is ENER.&Y CREDIT 5b (1) HISH EFFICIENCY NATER HEATINC7:
6AS HOT Y4ATER HEATER MIN. EF OF 0.82 X111P
SMOKE DETECTOR
(HARV NIRED KSATTERY BACK-UP)
EXHAUST FAN
0
HEIGHT CALCULATION
V:
COMBINATION FAN/LIGHT
POINT
A TELEPHONE REcEPTAC L E
CABLE T.V. OR ATENNA CONNECTION
F1,
,JUNCTION BOX A 154.50
BELL B 165.50
PUSH BUTTON C 165.25
F-�
V
ELECTRIC DOOR OPENER D 15-1.00
PONER PANEL
THERM. (NITH VENTILATION CONTROL TOTAL 640.25 __7 781—
AT INTEGRATED FORCED AIR SYSTEM)
AVERAGE ORIC71NAL GRADE ELEVATION 160.06
41
0 p5 I -AMP HOLDER NITH FULL 5NIT0H X-"�. x
MAXIMUM ALLONABLE PLATE HEIGHT (AOry + 25) 155.06
MULTIPLE FLOODLIGHT ASSEMBLY ACTUAL RIDGE ELEVATION 164.66
RECE55ED INCAND. LIGHTING FIXTURE ri
SURFACE MOUNTED INCAND. NALL NASH.
INDEX OF DRAWINGS
INDIVIDUAL FLOURESCENT FIXTURE
z
SIN6LE-FOLE NALL 5INITCH A -I SITE PLAN, PROJECT DATA AND INDEX OF DRANIN65
A-1.1 LOT COVERAGE CALCULATION PLAN
5 kNAY 5NITCH
A-2 EXTERIOR ELEVATIONS, NINDON LEGEND and DOOR LEGEND
4 - NAY SAITCH
4 A-5 EXTERIOR ELEVATIONS and DETAILS
1p DIMMER 5NITCH A-4 MAIN LEVEL FLOOR PLAN and KEY NOTES
NATERPROOF 5NITCH
A-5
UPPER LEVEL FLOOR PLAN and EY NOTES w w w-w-w
wt
LON VOLTAGE 5NITCH
A-&
LONER LEVEL FLOOR PLAN and KEY NOTES
L
A-7
FOUNDATION PLAN and DETAILS
pp=
5NITCH AND DOUBLE RECEPTACLE
A-5
MAIN FLOOR FRAMING PLAN, 5HEARNALL SCHEDULE and DETAILS
1(�)r= R
RANGE OUTLET
A-cl
UPPER FLOOR/LONER ROOF FRAMING PLAN, 5HEARNALL 50HEPULE and DETAILS
A-10
UPPER ROOFFRAMIN& PLAN, SHEARK&LL SCHEDULE and DETAILS
OUADRUFLKE RECEPTACLE OUTLET
A-11
BUILDING SECTIONS and DETAILS
1@)-=
TRIPLEX RECEPTACLE OUTLET
A-12
DETAILS
SINGLE SPECIAL PURPOSE REC. OUTLET
A-15
DETAILS
FLOOR SINGLE RECEPTACLE OUTLET
A-14
DETAILS
A-15 TJ1 ETAILS
A-16 ELEVATOR DETAILS
A-11 DESIGN LOADS and GENERAL NOTES
MAIN/STREET
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W. SEE: SeposPerE CIVIL
9"t"Of
RANDALL J. MUNSON
BUILDING DESIGNER
17713
15TH AVENUE NORTHEAST
SUITE 102
SHORELINE
WASHINGTON
98155
(206) 349-4551
COPYRIGHT NOTICE
THIS PLAN IS ISSUED FOR
CONSTRUCTION PURPOSES BY THE
CLIENT INDICATED.
REPRODUCTION OR USE OF THIS
DOCUMENT WITHOUT THE EXPRESS
WRITTEN CONSENT OF DESIGNER,
RANDALL J, MUNSON, IS PROHIBITED,
ARCHITECT MAINTAINS ALL RIGHTS
UNDER STATE AND FEDERAL LAW,
INCLUDING COPYRIGHT.
CONTRACTOR NOTICE
CONTRACTOR SHALL VERIFY AH
CONDITIONS AND DIMENSIONS
AT THE JOB SITE AND NOTIFY
THE ARCHITECT OF ANY DIMEN-
SIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGIN-
NING OR FABRICATING ANY WORK.
DO NOT SCALE DRAWINGS.
REVISIONS
No. Date Item
CYCLE NO. I
08.16.15 CORRECTIONS
w
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:.CT DATA and
OF
INGS
PROJECT NO. :15.101
DESIGN RJM
DRAWN RJM
ISSUE DATE :05.12.15
A� 1
561-511
AREA'G'
56.25 50. FT.
-lo
AREA'H'
12.00 50. FT.
AREAT
:2.25 50. FT.
Lj
11n LF
Li
AREAW ARFA'B' AREAC' A REA'D' AREAE AREAF
101.00 50. FT. FT. 12414.46 50. FT. 15515 50. FT. 125.00 50. =T. 5.15 50. FT.
)z
�REA'J' AREAW
------ 1=1 56. 5 50. f T. 2w.25 50. FT.
2 (o'- (5 u 1/2"
0, V- 11 1/2 41
Ir Ir
Vi
u
F/
AREA'L'
6.46 50. FT.
AREA'M"� U)
5.00 50. FT.
r7
AREA'N'
40.141 150. FT.
40'"1 1/2 "
NORTH
r�'
LOT COVERAGE CALCULATION PLAN
50ALE. 1/4" = P-01'
TABLE OF AREAS
AREA
A
Icl.00
5GUARE FEET
AREA
B
-7-1:2.21
5GUARE FEET
AREA
C
12q4.4(o
50IJARE FEET
AREA
D
155.15
SOUARE FEET
AREA
E
125.00
5OUARE FEET
AREA
F
8.15
50IJARE FEET
AREA
G
56.25
5OUARE FEET
AREA
H
12.00
5OUARE FEET
AREA
1
2.25
5GUARE FEET
AREA
J
56.55
5GUARE FEET
AREA
K
26.25
SOUARE FEET
ARE'A
L
5.46
SGUARE FEET
AREA
M
5.00
5OUARE FEET
AREA
IN
40161
SOUARE FEET
TOTAL 25401.05 501JARE FEET
RANDALL J. MUNSON
BUILDING DESIGNER
17713
15TH AVENUE NORTHEAST
SUITE 102
SHORELINE
WASHINGTON
98155
(206) 349-4551
COPYRIGHT NOTICE
THIS PLAN 19 ISSUED FOR
CONSTRUCTION PURPOSES BY THE
CLIENT INDICATED.
REPRODUCTION OR USE OF THIS
DOCUMENT WITHOUT THE EXPRESS
WRITTEN CONSENT OF DESIGNER,
RANDALL J. MUNSON, IS PROHIBITED.
ARCHITECT MAINTAINS ALL RIGHTS
UNDER STATE AND FEDERAL LAW,
INCLUDING COPYRIGHT.
CONTRACTOR NOTICE
CONTRACTOR SHALL VERIFY ALL
CONDITIONS AND DIMENSIONS
AT THE JOB SITE AND NOTIFY
THE ARCHITECT OF ANY DIMEN-
SIONAL ERRORS, OMISSIONS OR
DISCREPANCIES BEFORE BEGIN-
NING OR FABRICATING ANY WORK.
DO NOT SCALE DRAWINGS,
REVISIONS
No. Date item
z
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0
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LOT COVERAGE
CALCULATION PLAN
PROJECT NO.
:15.101
DESIGN
RJM
DRAWN
RJm
ISSUE DATE
:05.12.15
LINE
TYPE
AREA (SQUARE FEET)
1.
NON-REGULA TED
0
EXEMP T
REGULA7ED
2.
REPLA CED
0
0
J.
NEW (POST 1977)
+
4,700
4.
TOTAL REGULATED IMPERWOUS AREA
4,700
5.
TO TA L A REA MI 77GA 7ED B Y EXIS 77NG S TORM WA 7ER MA NA GEMEN T S YS 7EV(S)
0
6.
REGULA TED AREA NOT YET MI 77GA 7ED
4,700
z
AREA PROPOSED TO BE M177GA 7ED BY LOW IMPACT DEVELOPMENT 7ECHNIQUES
0
8.
AREA PROPOSED TO BE U/ 77GA 7ED THROUGH CONVEN'RONAL SWM 7ECHNIQUES
4,700
NW 114, SW 114, SEC 24., TWP 27N. RGE 3E. W.M.
777
F
1 0 411
ol
SITE DEVELOPMENT PLANS
EX CB
N=299573.84
E=1262439.37
RIM 134.84
6 - 1E 132.24 (IN -SE-) (NEW)
12"IE 131.94 �IN
O�
T�) W
12"IE 131.74 UBLINCAO' ;O'ALLEY
- - - - - - - - - - - - T_ -T - - - - - - - - T
SEC77ON A -
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TO 6"PVC/77GHTLINE It V_
(DESIGN BY OTHERS) I
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E=_1262446.61 POINT OF -PIPE
MID �-,Vq
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RIM 149.50 *7'0a- "L DRAIN
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INSTALL 1- 112- PE (2QO
FROM METER TO HOUSE. DEC
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7
CB2 MEAED,_eORCH
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N=299460. 11
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E=1262442.46 SEWER A T 2Z (MIN)
�,DRAIN
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12-IE 143.30 (OUT-N)
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kO
IMPECTIONS REQUIRED
^'1'0%r%MZ r%r% A SAN A A'%V- ANA-%Ir'd%
IF THE RIM TO INVERT OF ANY CATCH BA,9N EXCEEDS 5 FEET A TYPE /I CATCH
BASIN WLL BE REQUIRED.
F0077NG DRAINS TO CONNECT TO STORM DRAINAGE SYS7EM DOWNS7REAM OF
DE7EN770N TAW OR CON7RACTOR MAY INSTALL AND CONNECT TO DRY WELL.
ALL STORM PIPES TO BE CPEP OR APPROVED EQUAL.
I CONSTRUCTION NOTE
APPLICANT SHALL REPAIRIRELACE ALL DAMAGE TO
U71LI71ES OR FRONTAGE IMPROVEMENTS IN C17Y
RIGH T- OF- WA Y PER C1 TY STANDARDS THA T IS
CAUSED OR OCCURS DURING THE PERM177ED PROJECT.
INSPECTIONS REQ'D. 'ODR 35 IVIAIrr1IF0_
CALL 425-771-02-90 ME 1 1326 SCH 40
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F 3 10 F I ANIC -0 RJ
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SCALE: I to= 108
0 5 10 20
1 1 i i
OMWO 1 19
RAM
ENGINEERING, INC
Civil Engnieering I Land Planning
16531 13TH AVE W, SUITE Al 08
LYNNWOOD, WA 98037
PHONE: (425) 678-6960
WWW.RAMENGINEERINGINC.COM
Cr
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IN
LEGAL DESCRIPTION
LUTS 35 THROUGH 37, BLOCK 87, CITY OF EDMONDS, ACCORDING TO 7HE
PLA T THEREOF RECORDED IN VOLUME 2 OF PLA TS, PAGE 39, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON.
S1 TUA 7E IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
BENCHMARK
RIM OF EXIS77NG CATCH BASIN LOCA TED IN CEN7ER OF PUBLIC
ALLEY APPROX 15'NORTH OF 7HE NOR774WEST PROPERTY CORNER.
RIM EL. 134.13
ROJECT TEAM
OWNERIAPPLICANT CIVIL ENGINEER Uj
RiCHARD & 7RACI WURDEMAN RAM ENGINEERING, INC.
8919 188TH S7REET SIN 16531 13 774 A VE W, SUI 7E A 108
EDMONDS, WASHINGTON 98026 L YNNW1000, WA 98037
(425) 678-6960
FIJILDING DESIGNER EMAIL:ROBLORAMENGINEERINGINC.COM Q.
RANDALL J. MUNSON CONTACT- ROB L. LONG, PE Q _Uj
17713 15 771 AVENUE NE, SUI 7E 102 mftft
SHORELINE, WASHINGTON 98155 SURVEYOR CO
(206) 349-4551 GEODIMENSIONS, INC. LU Uj
EMAIL: COWSROCK15@GMAIL.COM 10801 MAIN S7REET, SU17E 102
CONTACT- RANDY MUNSON BELLEVUE, WASHINGTON 98004
(425) 458-4488 Q.
EMAIL: EDGOGEODIMENSIONS. MET z Z
CONTACT- ED GREEN
LU
UTILITY PURVEYORS Yb
WA TER SUPPL Y- CITY OF EDMONDS Uj t%l
425-771-0241
SA NI TA R Y SE WER. CITY OF EDMONDS
425-771-0241 Z)
STORM SEWER. CITY OF EDMONDS
425-771-0241
PHONE. FRON 77ER
425-263-4024
CONTACT- JEREMYFALLT
CABLE. COMCAST
425-244-5088
CON TACT JEFF BURNS
GAS. PSE
888-225-5773
POWER. SNOHOMISH COUNTY PUD
425-783-1000
CONTACT ROB LARSON
FIRE DIS7RICT- SNOHOMISH COUNTY FIRE DIS7RICT NO. 1
425-551-1200 Cn
SCHOOL DISTRICT' EDMONDS SCHOOL DIS7RICT L
425-670-7000
m Gy WAS, 0
SHEET INDEX m 9A
,$�,381 08
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I SP-01 SITE DEVELOPMENT PLAN TO
cis'
2 GN-01 GENERAL NOTES & DETAILS
3 TP-0 I CLEARING,, GRADING & TESC PLA1
4 TD-01 GENERAL DETAILS 511411-6
Call 2 Working Days Before You Dig
811 or 1-300-424-5555
Utilities Underground Location Center
RESU53
(0- AUG 17 2015
BUILDING DEPARTMENT
CITY (DF EDMONDS
APPROVED FOR CONSTRUCTION
CITY OF T.-FDONDS
DME. L�� 1-0�
1. 1. 1--
B Y. 01111115-
a7Y EWGINMING DIWSION
Z
ftwo-
Z
U)
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LJL.
ENGINEER.
ROB L. LONG, PE
DRAWN B Y-
MIKE MORRIS
ISSUE DATE.
SCALE.
5-13-15
AS NOTED
JOB NO:
15-017
SHEET-
SP-01
SHT I OF 5
CtL H ft�Achemcwrr Svv-rr3-A nt, e, i t. L-m-mm r4w a s7mo %r-.
GENERAL NOTES
1. ALL MA 7ERIALS AND WORK SHOWN ON THESE PLANS SHALL CONFORM TO THE CITY OF EDMONDS STANDARD PLANS AND DETAILS,
774E FOLLOWING SPECIFICA 77ONS AND CODES, AND ALL 07HER APPLICABLE LOCAL MUNICIPAL, STA 7E, AND FEDERAL CODES,
RULES AND REGULA PONS.
- CURRENT IN TERNA 77ONAL BUILDING CODE (IBC)
- 2014 WSDOTIAPWA STANDARD SPECIFICA 77ONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION
-WASHINGTON STA TE DEPARTMENT OF ECOLOGY STORMWA TER
MANAGEMENT MANUAL FOR THE PUGET SOUND BASIN (CURRENT E0177ON)
2.STANDARD PLAN AND TYPE NUMBERS INDICA TED ON THESE DRA NNGS REFER TO CITY OF EDA40NDS STANDARD DETAILS, UNLESS
N07ED OTHERWISE
J.A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBS17E WHENEVER CONSTRUCTION IS IN PROGRESS.
4.DEWA 77ONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND 774E LOCAL GOVERNING AUTHORITY
5. CONTRACTOR SHALL RECORD ALL APPROVED DEWA 77ONS FROM THESE PLANS ON A SET OF 'AS-BUIL T"DRA NNGS AND SHALL
SUMMARIZE ALL AS- BUILT COND177ONS ON ONE SET OF REPRODUCIBLE DRA WNGS FOR SUBMITTAL TO THE OWNER PRIOR
PROJECT COMPLE77ON AND ACCEPTANCE. A SET OF AS-BUIL T DRA WINGS SHALL BE SUBMITTED TO 774E CITY OF EDMONDS PRIOR
TO FINAL APPROVAL OF THE BUILDING OCCUPANCYIFINAL PROJECT APPROVAL.
6. ELEVA 77ONS SHO WN ARE IN FEET SEE SUR VEY FOR BENCHMARK INFORMA PON.
Z THE LOCA 77ONS OF EXIS77NG U77LI77ES AND S17E FEA 7URES SHOWN HEREON HA VE BEEN FURNISHED BY 07HERS BY FIELD SURVEY
OR OBTAINED FROM A VAILABLE RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMA 7E ONL Y AND NOT NECESSARIL Y
COMPLETE. IT IS THE SOLE RESPONSIBILITY OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL U77LITY
LOCA 77ONS SHOWN AND TO FUR774ER DISCOVER AND PR07ECT ANY 0774ER U77LI77ES NOT SHOWN HEREON WHICH MA Y BE
AFFECTED BY THE IMPLEMENTA 77ON OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCA PON, DEPTH, SIZE, TYPE AND COND177ON OF
EXIS77NG U77LITY LINES AT CONNEC77ON OR CROSSING POINTS BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO
RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE EXIS77NG U77LI77ES AND S17E FEATURES PRESENTED ON 774ESE
DRAWINGS. ENGINEER SHALL BEN077FIED IMMEDIA7ELYOFCONFLICTS 7HATARISE.
8. CONTRACTOR SHALL LOCA IF AND PR07ECT ALL U77LI77ES DURING CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND U77LI77ES
LOCA 77ON SERVICE (1-800-424-5555) A T LEAST 48 HOURS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHALL VERIFY ALL COND177ONS AND DIMENSIONS A T THE PROJECT S17E BEFORE STAR77NG WORK AND SHALL N077FY
OWNEW5 REPRESENTA 77VE OF ANY DISCREPANCIES.
10. PIPE LENG774S WHERE SHOWN ARE APPROXIMA 7E AND MA Y CHANGE DUE TO FIELD CONDI PONS.
11. CONTRACTOR SHALL OBTAIN A COPY OF THE GE07ECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE
HIMSELF WITH 774E CONTENTS THEREOF. ALL -97E WORK SHALL BE PERFORMED IN STRICT COMPLIANCE NTH THE
RECOMMENDA 77ONS OF THIS REPORT
12. S7RUC7`URAL FILL MA 7ERIAL AND PLACEMENT SHALL CONFORM TO 77-IE RECOMMENDA 77ONS OF THE PROJECT GE07ECHNICAL
REPORT
13. SUBGRADE SOILS IN ALL AREAS WHERE RAIN GARDENS, INFILTRATION OR PERWOUS PAVEMENT IS TO BE PLACED SHALL BE
DELINEA TED AND PROTECTED AT ALL 77MES FROM COMPAC77VE ACPWPES Oe. HEAVY EQUIPMENT, STOCKPILING).
14. MANHOLES, CATCH BASINS, U77LI77ES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NA 77VE SOIL OR
COMPACTED STRUCTURAL FILL. IF SOIL IS DISTURBED, SOFT, LOOSE, WET OR IF ORGANIC MA 7ERIAL IS PRESENT A T SUBGRADE
ELEVA PON, REMOVE AND REPLACE NTH COMPACTED STRUCTURAL FILL PER GE07ECHNICAL REPORT
15. SEE SURVEY AND ARCHITECTURAL DRA WINGS FOR DIMENSIONS AND LOCA 77ONS OF BUILDINGS, LANDSCAPED AREAS AND 0774ER
PROPOSED OR EXIS 77NG St 7E FEA TURES.
16. SEE ARCHITEC7URAL DRAWINGS FOR PERIMETER FOUNDA77ON DRAINS. FOUNDA77ON DRAINS SHALL BE INDEPENDENT OF 07HER
S17E DRAIN LINES AND SHALL BE 77GH7LINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
1Z ALL REQUIRED STORMWA TER FACIL177ES MUST BE CONSTRUCTED AND IN OPERA 77ON PRIOR TO INSTALLA 77ON OF ANY PA VEMENT
UNLESS OTHERWISE APPROVED BY THE ENGINEER.
18. ALL ROOF DRAINS, PERIMETER FOUNDA 77ON DRAINS, CATCH BASINS AND 0774ER EXTERNAL DRAINS SHALL BE CONNECTED TO THE
STORM DRAINAGE SYSTEM, UNLESS N07ED OTHERWISE
PLAN VIEW
NW 1/4., SW 114, SEC 24, TWP 27N., RGE 3E. WM.
19. ALL F0077NG DRAINS SERWNG BUILDINGS, WALLS, ROCKERIES, ETC. SHALL CONNECT TO THE DRAINAGE SYSTEM DOWNSTREAM OF
THE S1 IF S TORM WA TER DE TEN 77ON S YS TEM.
20. CON IRA C TOR SHA L L OB TA IN A ND PA Y FOR A L L PERMI IS REQUIRED FOR INS TA L L A 77ON OF A LL S1 7E IMPRO VEMEN IS INDICA TED ON
PIESE DRA WINGS.
21. A SEPARA 7E IRRIGA 77ON PERMI T MUST BE 08 TAINED FROM THE Cl TY PUBLIC WORKS DEPAR 7MEN T PRIOR TO FINAL CONS 7?UC77ON
ACCEPTANCE, PROVIDE TO THE CITY WA TER QUALITY TECHNICIAN, A COPY OF THE BACKFLOW TEST REPORT TEST REPORFS CAN
BE FAXED TO 425-744-6057 OR EMAILED TO L1N0A.MCMURPHY@EDMONDSW4.GO BACKFLOW TESPNG SHALL BE COMPLETED
BY THE OWNER ANNUALLY THEREAFTER.
22. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF S17F SHALL BE RETURNED TO THE EQUIVALENT OF THER
PRECONS7RUC770N COND177ON IN ACCORDANCE NTH APPROPRIATE REQUIREMENTS AND STANDARDS.
2J. ALL DISTURBED SOIL AREAS SHALL BE COMPOST AMENDED AND SEEDED OR STABILIZED BY 07HER ACCEPTABLE METHODS FOR
THE PREVEN77ON OF ON- S17E EROSION AFTER THE COMPLE77ON OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC
GRADING AND EROSION CONTROL REQUIREMENTS.
24. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN A T ALL 77MES BY SWEEPING. WASHING OF THESE STREETS NLL NOT BE
ALLOWED W7HOUT PRIOR APPROVAL.
25. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE
REQUIRED.
26. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVA 77ONS SHOW.
2Z FINISHED GRADE SHALL SLOPE A WA Y FROM BUILDING WALLS A T MINIMUM
5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET
28. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO
PR07ECT WORKERS, EXIS77NG BUILDINGS, STREETS, WALKWAYS, U77LI77ES AND OTHER EXIS77NG AND PROPOSED IMPROVEMENTS
AND EXCAVA77ONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS. CONTRACTOR SHALL ALSO BERESPONSIBLE FOR
REMOVAL OF SHORING AND BRACING, AS REQUIRED.
29. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WA TER SERWCE INTERRUPTIONS,
HYDRANT SHUTOFFS, STREET CLOSURES OR 07HER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCA IF OR ELIMIPA TE
ANY HYDRANTS WTHOUT FIRST OBTAINING WRITTEN APPROVAL FROM THE FIRE MARSHAL.
30. COORDINA IF AND ARRANGE FOR ALL U77LITY CONNECTIONS, U77LITY RELOCA 77ONS ANDIOR SERWCE INTERRUPTIONS NTH THE
AFFECTED OWNERS AND APPROPRIA 7E U 77LI TY COMPANIES. CONNEC77ONS TO
EXIS77NG U77LI77ES SHALL BE MADE ONLY NTH ADVANCE WITTEN APPROVAL OF THE AUTHOR177ES GOVERNING SAID UTILITES,
31. ALL U77LI77ES SHALL BE PLACED UNDERGROUND.
32. EXIS77NG U77LITY LINES IN SERWCE WHICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE REPAIRED AT CONPTACTOR�3
EXPENSE AND INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER�5 REPRESENTATIVE PRIOR TO BACKFILLING.
33. NEW U77LITY LOCA 77ONS ARE GENERALL Y SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICA TED, LOCA 77ONS MA Y 9E
SCALED FROM DRA WINGS. FIELD ADJUSTMENTS SHALL BE APPROVED BY OWNER�5 REPRESENTA 77VE AND CITY
J4. FIELD STAKE ALL U77LITY STUBS AT THE PROPERTY LINE.
35. TRENCH BACKFILL OF UTILITIES LOCA TED WTHIN THE CITY RIGHT -OF- WA Y SHALL BE COMPACTED TO 95% COMPACTION TEST
REPOR IS SHA LL BE PRO WDED TO THE Cl TY PRIOR TO PA WNG.
36. WHERE NEW PIPE CLEA RS A N EXIS 77NG OR NEW U 77LI TY B Y 6 " OR LESS, PL A CE POL YE IN YLENE PLA S PC FOA M A S A CUSHON
BETWEEN THE UTILITIES.
3Z SEE MECHANICAL DRAWNGS (WHERE APPLICABLE) FOR CON77NUA77ON OF 517E U77LI77ES WTHIN THE BUILDING.
38. SEE ELECTRICAL DRA WNGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK.
39. SEE LANDSCAPE DRA WINGS (WHERE APPLICABLE) FOR S17F IRRIGA 77ON SYSTEM.
40. PIPE MA 7ERIAL AND SIGNAGE SUBMITTALS SHALL BE PROVIDED TO CITY ENGINEERING DIWSION FOR APPROVAL PRIOR TO
INSTALLA PON.
"PVC
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DETENTION PIPE
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DETENTIOMPIPE DETAIL
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CB 2. TYPE 1
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EXISTING FEATURES
PROPOSED FEATURES
- - - - - - -
FLOW
MONUMENT
STORM DRAIN PIPE
ROCK CHECK DAM
- - - - - - -
CURB
0
EX REBAR
-------------
ROOF & F0077NG DRAIN
- - - - - - -
ASPHALT
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- - - - - - -
- - - - - - -
CONCRETE
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SURFACE FLOW
CATCH BASIN
+
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PR07EC77ON
-------------
ROOF
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TYPE CB
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- - - - - - -
SURFACE FEATURES
EX MONUMENT
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FIL TER FENCE
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BUILDING FOOTPRINT
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LIMITS OF CLEARING
-- - - - -- EDGE OF WEILAND
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@
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CULVERT END
INTERCEPTOR SWALE
- - - 190 - - -
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STORM CLEANOUT -------------
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SEWER MAIN - - -
- - - -
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SEWER FORCE MAIN
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SEPTIC LID
W4 TER ME TER
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- - - - OTV-
AERIAL TV
FIRE HYDRANT
IRRIGATION METER
----T-
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WA TER METER
FIRE HYDRANT
SLOPE DAGGER
____P/T -
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FIRE DEPT CONNEC77ON (FDC)
- - - - OHPT
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TRAFFIC SIGNAL
DECIDUOUS TREE
TO BE SAVED
150
140
130
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Utilities Underground Location Center
150
140
130
RESUB
AUG 17 2015
BUILDING DEPARIMENT
CITY OF EDMONDS
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
DA TE. 17 MIS -
BY.
7Y ENGINMING DI WSON
RAM
ENGINEERING, INC
Civil Engnieering / Land Planning
16531 13TH AVE W, SUITE A108
LYNNWOOD, WA 98037
PHONE: (425) 678-6960
WWW.RAMENGINEERINGINC.COM
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PROPOSED
STOCKPILE AREA
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EXIS77NG HOUStIIMPROVEME
ON ADJOINING LOT, TO THE
ARE TO BE RLMOVEL�
UNDER SEPARA TE PERMIT
I -ALL EX ON -SITE 7REES
TO BE REMOVED
CONCRETE BLOCK WALL
(DESIGN BY 07HERS)
\70P 156.0(��)
TOE 15 1. 0
-----------------------
APPROVED BY PLANNING
SCALE: 1"= 10'
0 5 10 20
GRADING QUANTITIES
CUT= ±1,600 CU YD
FILL = ±100 CU YD
CB INLET PROTECTION NOTE
CATCH BASIN INLET PROTEC77ON SHALL BE INSER7ED AND
MAINTAINED ON ALL NEKY CONSTRUCTED CATCH BASINS
THROUGHOUT THE S17E IMMEDIA7ELY AFTER INSTALLA710N.
FILTER FABRIC FENCE NOTE
ADDI 77ONAL FIL 7ER FABRIC FENCING SHALL BE ADDED AS
NEEDED. FENCING TO BE INSTALLED PER CITY OF EDMONDS
STO DETAIL El. I (SEE DETAIL ON SHEET TO-01).
Swppp
7H/S PLAN, SHT 7D-01, AND THE WRIT7EN SWPP
COMPRISE 774E STORM WA7ER POLLU71ON PREVEN77ON PLAN.
AW tos-rpLLC-V w At4y CATC0 &ASIN5'
0ow".-STV-1ew Or SiTe.
OWNER/CONTRACTOR IS RESPONSIBLE
FOR EROSION CONTROL AND DAMAGE
CONSTRUCTION SEQUENCE
1. SCHEDULE A PRE-CONSTRUC77ON MEE77NG WTH CITY ENGINEERING DIVISION AT 425-771-0220, EXT 1326.
TWO DAY (48HR) NO 710E REQUIRED.
Z REWEW TEMPORARY EROSION AND SEDIMENT CONTROL NOTES.
3. CALL FOR U77LITY LOCATES.
4. INSTALL TESC MEASURES AND MAINTAIN DUST CONTROL WHILE PREVENTING DISTURBANCE OF ANY AREAS
OF VEGETA77ON OUTSIDE THE CONSTRUCTION ZONE.
5- HAVE EROSION CONTROL MEASURES INSPECTED By CITY OF EDMONDS CITY ENGINEERING INSPECTOR. ALL
TEMPORARY SEDIMENTATION AND EROSION CON TROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR
TO ANY CONSTRUCTION *OR S17E CLEARING. EROSION AND SEDIMENTATION CONTROL PRAC77CES ANDIOR
DEWCES SHALL BE MAINTAINED UN77L PERMANENT VEGETA77ON IS ESTABLISHED.
6. DEMOLISH EXIS77NG STRUCTURES.
Z ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES.
& CLEAR, GRUB & ROUGH GRADE SITE. REVEGET47E DISTURBED AREAS NOT SUBJECT TO ADD177ONAL SURFACE
DISTURBANCE IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE STABILIZED PER
EROSION CONTROL NOTES BELOW)
9. INSTALL U77LITIES AND OTHER S17E IMPROVEMENTS, INCLUDING FRONTAGE IMPROVEMENTS.
10. STABILIZE AND COMPOST AMEND ALL EXPOSED SOILS PRIOR TO REVEGETA 77ON OF EN71RE SITE.
11. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. ALL TEMPORARY EROSION CONTROL MEASURES
SHALL BE REMOVED UPON FINAL SITE STABILIZA77ON AND APPROVAL BY CITY INSPECTOR.
TESC NOTES
1. ESC MINIMUM REQUIREMENT- CONSTRUCTION ACCESS ROUT, CONSTRUCTION VEHICLE ACCESS SHALL BE,
WHENEVER PRACTICAL, LIM17ED TO ONE ROUTE. ACCESS POINTS SHALL BE STABILIZED NTH QUARRY SPALLS
OR CRUSHED ROCK TO MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS. IF SEDIMENT IS
TRANSPORTED ONTO A ROAD SURFACE, THE ROADS SHALL BE CLEANED THOROUGHLY AT 774E END OF EACH
DAY SEDIMENT SHALL BE REMOVED FROM ROADS BY SHOVELING OR SWEEPING AND BE TRANSPORTED TO A
CONTROLLED SEDIMENT DISPOSAL AREA WTHIN 24 HOURS. STREET WASHING SHALL BE ALLOWED ONLY
AFTER SEDIMENT IS REMOVED IN THIS MANNER.
2. ESC MINIMUM REQUIREMENT-STABILIZA710N OF EXPOSED AREAS. ALL SOILS EXPOSED BY LAND DISTURBING
ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPLICA77ON OF BMPS, INCLUDING, BUT NOT LIMITED, SOD,
HYDROSEEDING, OR 07HER VEGETATION, PLAS77C COVERING, OR MULCHING. ALL BMPS SHALL BE SELECTED,
DESIGNED, AND MAINTAINED IN ACCORDANCE K17H THE MANUAL. THE EXPOSED SOILS SHALL BE STABILIZED
ACCORDING TO AN APPROVED TIMETABLE. (TYPICALLY, NO SOILS SHALL REMAIN EXPOSED FOR MORE THAN
TWO DAYS FROM OCTOBER I THROUGH APRIL 30 AND NO MORE THAN SEVEN DAYS FROM NAY I THROUGH
SEPTEMBER 30).
3. ESC MINIMUM REQUIREMENT-PR07EC77ON OF ADJACENT PROPERTIES. ADJACENT PROPER77ES SHALL BE
PROTECTED FROM SEDIMENT DEPOSIT70N BY APPROPRIA TE USE OF VEGETA 71VE BUFFER STRIPS, SEDIMENT
BARRIERS OR FILTERS, DIKES OR MULCHING, OR BY A COMBINA77ON OF THESE MEASURES AND 0774ER
APPROPRIATE BMPS.
4. ESC MINIMUM REQUIREMENT- MAINTENANCE. ALL EROSION AND SEDIMENT CONTROL BMPS SHALL BE
REGULARLY INSPECTED AND MAINTAINED BY THE OWNER TO ENSURE CON77NUED PERFORMANCE OF THEIR
INTENDED FUNCTION. ALL MAINTENANCE AND REPAIR SHALL BE CONDUCTED IN ACCORDANCE t417H THE
MANUAL.
5. ESC MINIMUM REQUIREMENT— OTHER BMPS. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BMPS TO
MI RGA TE THE EFFECTS OF INCREASED RUNOFF SHALL BE APPLIED.
6. EROSION AND SEDIMENT CONTROL REQUIREMENT- UNDERGROUND UTILITY CONSTRUCTION. THE
CONSTRUCTION OF UNDERGROUND U77LITY LINES SHALL SPECIFICALLY ADDRESS THE FOLLOKING.
0. EROSION CONTROL FOR EXCAVATED AND STOCKPILED MATERIALS,
b. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH SAFETY AND SPACE
CONSIDERA T70NS SHALL BE PLACED ON THE UPHILL SIDE OF TRENCHES,
C. TRENCH DEWA 7ERING SYSTEMS (MUST DISCHARGE IN TO SEDIMEN T TRAPS, SEDIMEN T PONDS, OR 0 THER
ACCEPTABLE MEANS),
d. TRACKING AND SPILLING OF MATERIALS ON STREETS DUE TO HAULING,
e. DAILY CLEANUP AND STREET MAINTENANCE.
Z ADD177ONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMENTS. ALL NEW DEVELOPMENT AND
REDEVELOPMENT THAT INCLUDED LAND DISTURBING ACTIWTIES OF GREA TER THEN, OR EQUAL TO, ONE ACRE
IN ADD177ON TO MEETING THE MINIMUM REQUIREMENTS SET FORTH ABOVE SHALL COMPLY WITH ESC
REQUIREMENTS LISTED BELOW.
8. ESC MINIMUM REQUIREMENT- DELINEA TF CLEARING AND EASEMENT LIMITS. IN THE FIELD, MARK CLEARING
LIMITS ANDIOR ANY EASEMENTS, SETBACKS, SENSI 77 VEICRI 77CAL AREAS AND THE BUFFERS, TREES AND
DRAINAGE COURSES.
9. ESC MINIMUM REQUIREMENT -SEDIMENT TRAPPING. PRIOR TO LEAWNG THE SITE, STORM WATER RUNOFF
SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP, OR 0774ER APPROPRIATE BMPS. SEDIMENT
PONDS AND TRAPS, PERIMETER DIKES, SEDIMENT BARRIERS, AND OTHER BMPS INTENDED TO TRAP SEDIMENT
ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GRADING. THESE BMPS SHALL BE FUNC77ONAL
BEFORE LAND DISTURBING ACTIVITIES TAKE PLACE. EARTHEN STRUCTURES, SUCH AS DAMS, DIKES, AND
DIVERSIONS SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED TIMETABLE.
10. ESC MINIMUM REQUIREMENT -CUT AND FILL SLOPES. CUT AND FILL SLOPES SHALL BE DESIGNED AND
CONSTRUCTED IN A MANNER THAT KILL MINIMIZE EROSION. IN ADDITION, SLOPES SHALL BE STABILIZED IN
ACCORDANCE K17H ESC REQUIREMENT NO. 2QU. SEE ADD17IONAL GE07ECHNICAL RECOMMENDATIONS IN
MARCH 28, 2013 LETTER.
11. ESC MINIMUM REQUIREMEN I- CONTROLLING OFF-S17E EROSION. PROPER77ES AND WATER WAYS DOWNSTREAM
FROM DEVELOPMENT S17ES SHALL BE PROTECTED FROM EROSION DUE TO INCREASES IN THE VOLUME,
VELOCITY, AND PEAK FLOW RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE.
12. ESC MINIMUM REQUIREMENT-STABILIZA77ON OF TEMPORARY CONVEYANCE CHANNELS AND OUTLETS. ALL
TEMPORARY ON-S17E CONVEYANCE CHANNELS SHALL BE DESIGNED, CONSTRUCTED AND STABILIZED TO
PREVENT EROSION FROM THE EXPECTED VELOCITY OF FLOW FROM A TWO-YEAR, 24-HOUR FREQUENCY
STORM FOR THE DEVELOPED CONDITION. STABILIZA 77ON ADEQUA 7E TO PREVENT EROSION OF OUTLETS,
ADJACENT STREAM BANKS, SLOPES AND DOWNSTREAM REACHES SHALL BE PROVIDED AT THE OUTLETS OF
ALL CONVEYANCE SYSTEMS.
13. ESC MINIMUM REQUIREMENT -STORM DRAIN INLET PROTECTION. ALL STORM DRAIN INLETS MADE OPERABLE
DURING CONSTRUCTION SHALL BE PROTECTED SO 7HA T STORM WATER RUNOFF SHALL NOT ENTER THE
CONVEYANCE SYSTEM WITHOUT FIRST BEING FILTERED OR OTHERW!SE TREATED TO REMOVE SEDIMENT
14. ESC MINIMUM REQUIREMENT -REMOVAL OF TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT
CONTROL BMPS SHALL BE REMOVED K17HIN 30 DAYS AFTER FINAL S17E STABILIZA77ON IS ACHIEVED OR
AFTER THE TEMPORARY BMPS ARE NO LONGER NEEDED. TRAPPED SEDIMENT SHALL BE REMOVED OR
STABILIZED ON SITE. DISTURBED SOIL AREAS RESUL71NG FROM REMOVAL SHALL BE PERMANENTLY
STABILIZED.
15. EROSION AND SEDIMENT CONTROL REQUIREMENT-DEWATERING CONSTRUC77ON SITES. DEWATERING SYSTEMS
SHALL DISCHARGE INTO A SEDIMENT TRAP OR SEDIMENT POND.
16. EROSION AND SEDIMENT CONTROL REQUIREMENT -CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON
CONSTRUC71ON SITES. ALL POLLUTANTS OTHER THAN SEDIMENT THAT OCCUR ON SITE DURING
CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A MANNER THAT DOES NOT CAUSE CON TAMINA 71ON
OF STORM WATER.
1Z EROSION AND SEDIMENT CONTROL REQUIREMENT -FINANCIAL LIABILITY. PERFORMANCE BONDING, OR 07HER
APPROPRIATE FINANCIAL INSTRUMENTS, SHALL BE REQUIRED FOR ALL PROJECTS TO ENSURE COMPLIANCE
KITH THE APPROVED EROSION AND SEDIMENT CONTROL PLAN. [ORD. 3013 1, 1995].
18. INFILTRATION FACIL177ES (INCLUDING THE PROPOSED VAULT) SHOULD NOT BE PLACED ON-LINE UN77L THE
EN77RE SITE IS STABILIZED, INCLUDING PAVEMENT. DISCHARGE OF SILTY CONSTRUC77ON STORM WATER TO
THE FACILITY COULD CAUSE CLOGGING OF THE PORE THROATS K17H/N THE RECEPTOR SOIL AND REDUCE
INFILTRATION CAPACITY OF THE FACILITY RESUB
AUG 17 2015
BUILDING DEPARTMENT
r,ITy eF EDMONDS
Call 2 Working Days Before You Dig
811 or 1-800-424-5555
- Utilities Underground Location Centjer
APPROVED FOR CONSTRUCTION
CITYOFEDMONDS
DA 7E.
B Y.
TY ENGINEMNG DIMON
RAMI
ENGINEERING,
INC
Civil Engnieering / Land Planning
16531 13TH AVE W, SUITE A108
LYNNWOOD, WA 98037
PHONE: (425) 678-6960
WWW.RAMENGINEERINGINC.COM
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