23005 HIGHWAY 99.PDF1111111111 lill
11637
23005 HIGHWAY 99
*IN* -OFFICE COMMUNPAIGNS
OATE dul� 17,
TO Harry Whitcutt FROM William J. Nims
Building Official 'Assistant Engineer of
Field & Office
SUBJECT: Fill Permit ADDlication 2300
We can not review the permit because of Inadequate plans. Please
have the applicant provide this department with a plot plan which
includes existing contours, drainage and proposed finished grade
contours.
WJN:mjr
Attachment
12 2!6 -
ig 75
ADDRESS: L!�C)D5 - H !�Zd-wp-j q9
TAX ACCOUNT/PARCEL NUMBER: Z'i�e :7 - " - c)'l /-/ zZL/2
BUILDING PERMIT (NEW STRUCTURE):
COVENANTS (RECORDED)
CRITICAL AREAS: DETERMINATION: E] Conditional Waiver [:] Study Required A Waiver
DISCRETIONARY PERMIT #'S:
DRAINAGE PLAN DATED:
PARKING AGREEMENTS DA
EASEMENT(S) RECORDED FOR:
PERMITS
PLANNING DATA CHECKLIST DATED:
SCALED PLOT PLAN DATED: &ja Z'��d�
SEWER LID FEE $:- LID
SHORT PLAT FILE: LOT: BLOCK:
SIDE SEWER AS BUILT DATED: SIDE SEWER PERMIT(S) #:-2�yl
SOILS REPORT DATED:
STREET USE / ENCROACHMENT PERMIT #:
WATER METER TAP CARD DATED:
OTHER&,al-Too-7,�&
LATEMP\DST's\Fonns\Strzet File Checklist-doc
9 PLANNING DATA 0
New Commercial / Multi -Family Projects
STREET:FEI
Name: OT
�
Date: 2 - 0_\_ 0
Site Address: �3 � �—
Plan Check BLD
Project Description'.
Use(s) Proposed:
Allowed Use: (Y& NO)
CUP File Number:
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YES
Reduced Site Plan Provided: (YES / K(,�
Zoning:
Map Page:
Comp Plan Designation:
Corner Lot: NO)
Flag Lot: (YES i
ADI3 File Number (date waived): 4vf
Lot Area: Lt<;_ 1-1
Plans Mat6h ADI3 Approved: (YES I NO)
Shoreline Required: (YES N
Critical Areas Determination #: CF,,R,) 00
El Study Required
JR�`Waiver
SEPA Determination:
El Exempt
Needed (for sites with 500 cubic yards of grading or within 200 feet of Puget Sound or Lake
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form).
Required Setbacks <A -
Street:
CR Ll
Side:
Side:
0
ee�ir:
Li
----I
ActualSetbacks
Street: q k
Side:
Side:
Lot Coverage/FAR Required:
Lot Coverage/FAR Provided: VA
Lot Coverage/FAR Calculations:
Building Height
Datum Point:
Datum Elevation:
Maximum Height:
Actual Height: 181
Subdivision:
Lot Aggregation Required: V1 0
Landscavinq
Landscaping Matches ADB Approved:
Landscaping Bid Provided: (YES i NO)
Bond Amount (100% Bid). -
Plan Review By:
Vec, AP -VA
�-J*
PLANNING DATA
New Commercial I Multi -Family Projects
STREET
Commercial Parking Analysis
Business Name
Type/U . se
Parking
Ratio
Tenant
Area
Required
Parking
Total Parking Required. -
Total Parking Pro vided.-
3-7
ulti amily. Parking Anal is
M F
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
Required
Parking
Studio
1-2/D.U.
1 Bedroom
1-5/D.U.
2 Bedrooms
1.81D.U.
3 + Bedrooms
2.0/D.U.
Total Parking Required. -
Total Parking Provided. -
Other
Plan Review By:
Ct" A..AkA of eb oubg
DEPARTMENT OF BUILDINGS
=Pau
PER International Building Code Section I I I
At:
Occupancy established by this certificate:
M
—Building Permit #:
Dwelling Units: N/A
Construction: VB
No. Stories: I
Basement: NO
Maximum Occupant Load ** 122 ** (Per IBC 1004)
Room capacity signs, when required, must remain posted at afl times.
Building Owner: SHIOMI INVESTMENTS LLC Owner Address: 9091 NE 37 TI PL BELLEVUE WA
THE O'REILLY AUTO PARTS HAS BEEN INSPECTED AND APPROVED AS COMPLYING WITH THE REQUIREMENTS OF THE 2009
EDITION OF THE INTERNATIONAL BUILDING CODE AS ADOPTED BY THE CITY FOR THE GROUP AND DIVISION OF OCCUPANCY AND THE USE
FOR WHICH THE PROPOSED OCCUPANCY IS CLASSIFIED.
Issued this 27TH — day of FEBRUARY 2012
CHI BUI N F L
BY:
This cerlificate shall be posted in a conspicuous public area and shall not be removed, mutilated or obscured and s�h\lle maintained in legible 6on , dition at all times. Any change of occupancy or use requires a building permit and a new
Certificate of Occupancy issued by the City of Edmonds Building Official.
J
0 0
-6-b 20 to 0 (.S�
City of Edmonds
Traffic Impact Analysis Worksheet
01: EQ&
Name of Proposed Project: At,��, 1:��LTc,�, ......
Owner/Applicant
Applicant Contact Person:
24iLu-i A�rkonvs Sy�,-c-,4 IL�ic, c�&&CA
Name Name
ZS-3 FATVCIK� 'S. z-A NA Z'&AD Su�.OE,
Street/Mailing Address Stree(Avlailing Address
k11,014
City State Zip City State Zip
Telephone: Telephone: 1'6-H
Traffic Engineer who prepared the Traffic linpact Analysis (if applicable):
(ISA v-vge4z,-r LpN�6�
Firm Name Contact Name
Telephone: q45 - 1,5111 i E-mail: -y-C101
THRESHOLD LEVELS OF ANALYSIS
r ect Traffic Levels
Sections to Complete
-1.) Less than 25 peak -hour trips generated
I and 7 on ly (Worksheet/Cliecklist)
It. More than 25 peak -hour trips generated
All sections
1. PROJECT DESCRIP'IION
a. Location - Street address: 7,2-COS M-4 '19 VVA-
(Attach a vicinity inap and site plait.)
existing land usc: VACA�A: — F�34VIUPL L- SAUE3
c Spec osed e of development:
Di6.
�9-i'LS(-It:)Q�(#ofresideittialtiititsaiidlot-squai-efoolageofbuildiiig)
F82 - Tru hnpaci AnahSis Workshect RESUB P,.q, I of 5
Revised on 6124110 OKI
STREET FILE 1E1 - 12011
BUILDING DEPARTMENT
CITY OF EDMONDS
d. Date construction will begin and be completed: 70
c. Define proposed access locations: 5.111 PL A -NA 5, - TD'P-- I 0—r: ON
51— SW.
f`.' Define proposed sight distance at site egress locations:
2. TRIPGENERATION
Source shall be the Eighth Edition of tile Institute of Transportation Engineers (ITE) Trip Generation
manual. For independent fee calculations, the current edition of the ITE manual may be used.
ADT = Average Daily Traffic
PM Peak -hour trips (AM, noon or school peak may also apply as directed by the City Engineer)
a. Existing Site Trip Generation Table:
Land Use
Daily (ADT)
PIM- Peak -Hour
Trips
IN
OUT
b. Proposed Project Trip Generation Table:
Land Use Daily (ADT)
PM Peak-HourTrips
IN
OUT
c. Net New Project Trip Generation Table:
Land Use
Daily (ADT)
PM Peak -Hour
Tfips
IN
OUT
%tq_
6?CC-W-rJ
v �a
C %4
70)
-pal FF
,AA4
d. State assumptions and methodology forinternal, link -diverted orpassby trips:
Revised on 6'124110 F82 - Thifflic hupact AnalYsis Work-sheel Page 2 of 5
_T_01
3. TRIP DISTRIBUTION
Prepare and attach a graphic showing project trip distribution percentages and assignments. For
developments that generate over 75 peak -hour trips, the City Engineer reserves the right to require
trip distribution to be determined through use of the City traffic model.'
4. SITE ACCESS ROADWAY/DRIVEWAYS AND SAFETY
a. Have sight distance requirements at egress location been met per AASHTO requirements?
b. Intersection Level of Service (LOS) Analysis:
Intersections to be evaluated shall be determined by the City of Ednionds Traffic Engineer
Existing Conditions
LOS
Delays
Year of Opening
LOS
Delays
Five Years Beyond Change of
Land Use
LOS
Delays
c. Describe channelization warrants:
(Attach striping plan.)
d. Vehicle Storage/Queuing Analysis (calculate 50% and 95 % queuing lengths):
50%
95%
Existing Conditions
Year of Opening
Five Years Beyond Change of
Land Use
e. If appropriate, state traffic control warrants (e.g. stop sign warrants, signal warrants):
f. Summarize local accident history 2 (only required for access to principal and minor arterials):
1 Available upon request at City of Edmonds Development Services Department
2 Available upon request at City of Edmonds Police Department
Revised on 6124110 E82 - Traffic hnpact Analysis Worksheet Page 3 of 5
5. TRAFFIC VOLUMES
Provide the following and other planned development traffic within the city.'
a. Describe existing ADT and peak -hour counts (less than two years old), including turning
movements, on street adjacent to and directly impacted by the project.
b. Describe the estimated ADT and peak -hour counts, including turning movements, the year the
project is fully open (with and without project traffic).
c. Describe the estimated ADT and peak -hour counts, including turning movements, five years
after the project has been fully open (with and without project traffic).
d. State annual background traffic growth factor and source:
6. LEVEL OF SERVICE (LOS) ANALYSIS
a. Summarize Level of Service Analysis below and attach supporting LOS analysis documentation.
Provide the following documentation for each arterial street or arterial intersection impacted by
ten or more peak -hour trips. Other City -planned developments, must also be factored into the
LOS calculations.
LOS
LOS
Existing Conditions
Existing
Delays
Year of Opening
With Project
Without Project
Five Years Beyond Change of
Land Use
With Project
I
I
Without Project
I
I I
b. Note any assumptions/variations to standard analysis default values and justifications:
1 A list of planned developments are available at the City upon request for public records
Revised on 6124110 E82 - Traffic hnpact Analysis Worksheet Page 4 qf5
9
0
7. MITIGATION RECOMMENDATIONS
State recommended measures and fees required to mitigate project specific traffic impacts. Traffic
impact fee shall be calculated from the Edmonds Road Impact Fee Rate Study Table 4 (attached)
and as identified in ECDC 18.82.120, except as otherwise provided for independent fee calculations
in ECDC 18.82.130.
CHANGE IN USE
Fee for prior use shall be based on fee established at the time the prior use was permitted. If the
previous use was permitted prior to the adoption of Ordinance 3516 (effective date: 09/12/04),
the 2004 ECDC 18.92.120 impact fee shall be used.
ITE Land Use Category
Per Unit
Fee Rate
New se
LA
$
Prior Use
$
Units in
square feet Fee
# of dwelling,
vfp, etc.
x 0 D $ (0, +5
x $ Z, CHU
INew Use Fee: $ (p, 01 - I Prior UseFee: $ 'Z I Oq = I $ ti, 9 Z-0, -1
0 NEW DEVELOPMENT
ITE I -and Use Category
Per Unit
Fee Rate
New Use
$
D OTHER
Units in
square feet, Fee
# of dwelling,
vfp, etc.
x $
INDEPENDENT FEE CALCULATION: $200.00 (+consultant fee) J$
TOTAL TRAFFIC IMPACT FE E 1 $
City of Edmonds, Engineering Division Approval Date
'No impact fees will be due, nor will a credit be given, for an impact fee, calculation resulting in a net negative.
Revised on 6(24/10 E82 - Traffic hyact Analjwis Work -sheet Page 5 of 5
4-
rim0 Lovell-Sauerland & Associatest.
19217 36t.h Avenue W., Sijik- 106 Phone: (425)779-15q1
�i L)rnnwood. WA 9803b LSAcn.einccring.com
Engineers Surveyors / Planners Development Consultants
I
CMA Architecture August 26 1h 2011
c/o Less Jessica L. Iverson LSA No 5331
219 North Second Street, Suite 301
Minneapolis, MN 55401-1454
Subject: O'Reilly Auto Parts - 23005 Highway 99, Edmonds, WA
Supplemental Access Evaluation
Mrs. Iverson:
This traffic evaluation memo has been prepared to address the proposed O'Reilly Auto Parts site development
access points. The memo is intended to supplement the City of Edmonds Traffic Impact Analysis Worksheel. The
site is located on the southeast comer of Highway 99 and 230,h St SW in the easterly boundary of the City of
Edmonds. The project proposes to create two access points for the nearly one acre site. One access will be on
Highway 99 along the westerly boundary of the site in the location of an existing driveway cut access, and the other
on 2301h St SW along the northerly boundary of the site.
Highway 99 Access: The westerly access to Highway 99 is an existing access point approximately 180 feet south of
2301h St SW. Currently landscape vegetation impairs sight distance. If vegetation was trimmed the available sight
distance at the Highway 99 access point would be well over 500 feet in both the south and north direction.
23e S1 SW Access: The northerly proposed site access is a new access located on 23 01h St SW (posted 25 mph).
The proposed centerline of the access is approximately 70 feet east of the easterly curb -line of Highway 99. The
proposed access point is located so that the access aligns with an existing access point to a strip retail center on the
north side of 230" St SW. Aligning the two access points will reduce the chance of conflicting entering or exiting
movements and is ideal. Once the northerly site access point is constructed and the existing vegetation is removed
there will be clear sight distance to Highway 99 and beyond to the west leg of Sight distance to Highway 99 and
23 01h St SW, and sufficient length of sight distance is available to the east all the way to 76 1h Ave W, about 560 feet
to the east.
Conclusion: Upon installation and removal of existing vegetation the proposed access points of the site will have
adequate sight distance. Attached is a site development plan and photos of the available sight.distance at both the
Highway 99 and 2301h St SW access points.
I trust this information fulfills the required access evaluation requirement of the City's Traffic Impact Analysis
Worksheel. Please let me known if you have any questions or need additional information.
Sincerely,
Robert L. Long, P.E.
August 26 1h 2011
Encl: A. Site Development Plan
B. Site Access Photos
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Attachment A
O'Reilly Auto Parts Supplemental Access Evaluation
LSA No. 5331 August 2011
LEMON
--Iry
77 -
oz�
..........
RECEIVED
STREET FILE
Gebtechnical Engineering Report
Proposed O'Reilly Auto Parts
23005 State Route 99
Edmonds, Wa'shington
For
O'Reilly Auto Parts
SEP 13 2010
BUILDING DEPARTMENT
Wy OF EDMONDS
0 1 9
FROBINSON'
NOBLE
April 23, 2010
Mr. Curt McNay
O'Reilly Auto Parts
233 South Patterson
Springfield, MO 65802
Geotechnical Engineering Report
Proposed O'Riailly Auto Parts
23005 SR99 Edmonds, WA
RN File No: 2587-001A
Dear Mr. McNay;
This letter transmits three copies of our report for your proposed O'Reilly Auto Parts store
located at 23005 State. Route 99 in Edmonds, Washington. The scope of our services is
outlined in our Services Agreement dated April 7, 2010. We consider the ' site to be
compatible for the planned store. The core of the site is underlain by glacial till (hardpan)
which can provide adequate support for the structure. Some loose undocumented fill was
encountered along the southeast side of the building down to an approximate depth of 9
feet. The fill can be removed and replaced. with structural fill to support the east side of the
building. Our Geotechnical Engineering Report discusses methods to prepare the site, for
your planned structure in detail.
We appreciate the opportunity of working with you on this project. If you have any
questions regarding this report, please contact us.
Sincerely,
Rick B. Powell
Principal Engineer
cc: Dale M. Allison, ATC-Director, National Client Management
wwwrobinson-noble.com
TABLE OF CONTENTS
INTRODUCTION .......... ................................................................................................................................. 1
PROJECTDESCRIPTION ...............................................................................................................................
1
SCOPE......................................... ..................................................................................................................
1
SITECONDITIONS .......................................................................................................................................
2
Surface Conditions ......... -------------------------------'---------.2
' Geology .......................................................................................................................................................
3
Explorations................................................................................................................................................
4
SubsurfaceConditions ..................................................................................... !.....................................
4
HydrologicConditions ..............................................................................................................................
5
Lab Testing ........................................................................................ .......................................................
5
GEOLOGICHAZARDS ..................................................................................................................................
6
ErosionHazard ...........................................................................................................................................
0
Seismic. Hazard ..........................................................................................................................................
0
CONCLUSIONS AND RECOMMENDATIONS ..............................................................................................
7
General................................................................................... ..................................................................
Site Preparation and Grading ....................................................................................................................
8
StructuralFill ..............................................................................................................................................
8
GonoraL------------------------------------------------.O
`
Materials................................................................................................................................................
Q
Fill Placement ---..--—�..`—
'.'.' .-- —.. ��. ----------------------------.
Q
Temporary and Permanent Slopes .........................................................................................................
1O
Foundotiono--------------------------'--------------------11
�
Dn�nug*.:------.�-----------------------------------------12
Utilities......................................................................................................................................................
13
PavementSubgrode................................................................................................................................
13
CONSTRUCTION OBSERVATION .............................................................................................................
14
USEOFTHIS REPORT .................................................................................................................................
4
Robinson Noble, Inc
INTRODUCTION
This report presents the results of our geotechnical engineering investigation at, your
proposed O'Reilly Auto Parts store located at 23005 State Route 99 in Edmonds,
Washington. The project is located at the-south6ast corner of SR 99 and 2301h Street
Southwest as shown on the Vicinity Map in Figure 1.
You have requested that we complete this report to evaluate subsurface conditions and
provide recommendations for site development. For our use i,n preparing this report, we
have been provided with a site plan showing the proposed building and parking lot, dated
March 4, 2010 and a Land Title Survey and Topographic Survey, dated February 24,
2010, prepared by Huitt-Zoliars.
PROJECT DESCRIPTION
The project will consist of a single story square commercial building with dimensions of
approximately 85 feet, located in.the southeastern portion of the lot. A parking. lot is.
planned on the west and north sides of the structure. We have not been provided with a
grading plan, but we understand that site grading will include minor cuts and fills to create
the parking lot.
SCOPE
The purpose of this study is to explore and characterize the subsurface. conditions and
present recommendations for site development. Specifically, our scope- of services as
outlined in our Services Agreement, dated Ap ril 7, 2010, includes the following:
1 . Review available geologic maps for the site.
2. Contact the free. utility locate service to have the locations.of underground
utilities marked where they enter the site. Retain a utility locator to mark the
on -site utilities with the exception of non-metallic pipes, which cannot be
detected by this service. To reduce the likelihood of damaging on -site
underground utilities- during our explorations, you should inform us of the
location of any of these utilities. We cannot be held responsible for any
damage to unmarked utilities.
3. Explore the site subsurface soil and groundwater conditions- with four boring�
to a depth of approximately 15 feet. Haul the drill cuttings away and
dispose of them off -site. Drilling contractor to be provided by us..
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 2
4. Evaluate pertinent physical and engineering characteristics of the soils
encountered in the borings based on the results of the borings and our
experience. Conduct laboratory tests consisting of two grain -size distribution
and about ten moisture content determinations.
5. Prepare a geotechnical report containing the results of our subsurface
explorations, boring logs, site plan, and our conclusions and
recommendations for geotechnical design elements of the project. Our
report will include:
0 Description of the geologic materials encountered.
0 Description of depth to groundwater, if encountered.
Discussion of seismicity at the site along with seismic design
parameters including Site Class and site coefficients based on current
IBC criteria.
0 Liquefaction analyses for the subsurface soil conditions.
• Recommendations for foundation design.
• Estimate the total and differential settlements
Comment on any anticipated construction difficulties identified from
the results of our site studies and from our experience on projects at
similar sites.
SITE CONDITIONS
Surface Conditions
The' irregular shaped project site is 0.997 acres in size and has maximum dimensions of
approximately 205 feet in the east -west direction and 280 feet in the north -south
direction. Access to the site is provided by 23 01h Street Southwest along the north side of
the site and via State Route 99 along the west side of the site. Existing commercial
property borders the site to the south and east. A driveway separates the southern edge
of the project from existing commercial property.
The majority of the site slopes gently down to the northeast at approximately 4 percent.
There are slopes at the southern edge, the east side and in the northeast corners of the
property. The slopes decline down to the neighboring properties.and are on the order of 3
Robinson Noble,'Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 3
to 5 feet tall. The slopes are inclined at roughly 3 Horizontal to 1 Vertical (3H:1V) to
5H: 1 V.
An abandoned single story structure occupies the center of the property. Access to the
structure is provided by a*gravel driveway off of State Route 99. The flat area and slopes
of the site are well vegetated With grass, scotch brush, blackberry b ushes and various
other types of vegetation
Geology
Most of the Puget Sound Region was affected by past intrusion of continental glaciation.
The last period of glaciation, the Va shon Stade -of the Fraser Glaciation, ended
approximately 1 0,000 to 11,000 years ago. Many of the geomorphi.c features seen today
are. a result of scouring and overriding by glacial ice. During the Vashon Stade areas of
the Puget Sound region were oVerridden by over 3,000 feet of ice.. Soil layers overridden
by the ice sheet were compacted to a much greater extent than those that were not. Part
of a typical glacial sequence includes glacial till. Glacial till is an unsorted mixture of sand,
silt, and gravel that was deposited below the glacier, and is commonly referred to as
hardpan." The glacial till has been consolidated under the weight of the glacier and
exhibits both high strength and low permeability. Our site explorations encountered glacial
till overlain by fill.
The geologic units for this area are mapped on the Preliminary Surficial Geologic Map of
the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties,
Washington, by Mackey Smith (U.S. Geological Survey, 1975). The site is mapped a's
being underlain by a deposit of Vashon Till. Vashon Till is described as poorly sorted,
nonstratified'*fodgment till deposited as ground moraine. It is composed of a mixture of
clay, silt,,sand, pebbles, cobbles and occasional large boulders. It is extremely compact
and lacks surficial cracks or joints.
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 4
Explorations
We explored subsurface conditions within the site on April 12, 2010, by drilling four
borings with a truck mounted hollow stem' auger drill rig. The borings were drilled to
depths of 15 feet below the ground surface. - Samples were obtained from the borings at
5-foot intervals by driving a split spoon sampler with a 140-pound hammer dropping 30
inches. The number of blows required for penetration of three 6-inch intervals was
recorded. If the number of blows reached 50 before the sampler was driven through any
6-inch interval, the sampler was not driven further. To determine the standard penetration
number at that depth the number of blows required for the lower two intervals are
summed. The borings were located in the field by an engineer from this firm who also
examined the soils and geologic conditions encountered, and maintained logs of the
borings. The approximate locations of the borings are shown on the Sit e Plan in Figure 2.
The soils were -visually classified in general accordance with the Unified Soil Classification
System, a copy of which is presented as Figure 3. The logs of the borings are presented in
Figures 4 through 7.
Subsurface Conditions
A b rief description of the conditions encountered in our explorations is included below. For
a more detailed description of the soils encountered, review the boring logs in Figures 4
through 7.
Borings 1 and 2: Our explorations on the southern and eastern corners of the planned
building encountered appr oximately 9 feet of undocumented loose to medium dense fill.
The upper 1 to 1. 1/2 feet consisted of bark and wood ch�ips. The remainder of the fill in
Boring 1 consisted of dark brown to black silty sand with organics and gravel and brown
fine to coarse sand with silty clay and gavel. The fill below the wood chips and bark in
Boring 2 consisted of *organic silt with wood debris as well as silty sand with organics and
silt. Dense to very dense glacial till was observed near the 9 foot depth in both Boring 1
and 2 and was observed down to the final depth explored of 15 feet.
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 5
Borings 3 and 4: Significantly less fill was observed in the borings located near the center
of the western side of the planned building and in the northern portion of the planned
parking lot. A foot of medium dense crushed rock was encountered at the surface of
Boring 3. Roughly 3 feet of'wood chips was encountered at the surface of Boring 4. In
both borings, very dense glacial till was encountered below the upper layer of crushed rock
and wood debris. The till was observed down to the final depth of 15 feet.
Hydrologic Conditions
With the exception of some slight groundwater seepage' near the 13 foot. depth in Boring
2, groundwater was not encountered. The bark, wood chips and the organic silt at the 2.5
to 4.0 foot depth in Boring 2 were wet. The glacial till in Borings 3 and 4 had moisture
contents less than 10 percent and the till in Borings 1 and 2 had moisture contents
between 9 and 16 percent. The dense to very dense till interpreted to underlie the site is
considered poorly draining. During the wetter times of the year, we expect perched water
conditions will occur as pockets of water on top o f the till layer. Oerched-water does not
represent a regional groundwater "table" within the upper soil horizons. Volumes of
perched groundwater vary depending upon the time of year and the upslope recharge
conditions.
Lab Testing
Moisture Content Evaluation: Samples were obtained i'n the field during the exploration
process, properly sealed in plastic bags and then promptly taken to the lab to determine
the moisture content. The moisture content for each sample was determined by first
weighing the moist soil sample and then baking the moisture out of the sample to
determine the weight of water within the sample. The moisture content is the result of
dividing the.weight of the water by the weight of the dry soil after baking. The.results are
shown on the Boring Logs in Figures 4 through 7.
Wet Sieve Analyses: Wet sieve analyses were performed to determine the grain size
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 6
distribution of two of the soil samples. One was performed on the glacial till encountered
at the bottom of Boring 4 and the other was performed on the undocumented fill which
was at the 8 foot depth in Boring 1. We chose to p erform,the grain size analysis on the fill
because it visually appeared suitable -to be used as structural fill onsite and the test
confirmed that. We performed the sieve analyses in general accordance with ASTIVI D 422
and the results are shown in Figures 8 and 9.
GEOLOGIC HAZARDS
Erosion Hazard
The erosion hazard criteria used for determination of affected areas includes soil type,
slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is
related to vegetative cover and the specific surface soil types (group classification), which
are related to the underlying geologic soil units. We reviewed t he Soil Survey of
Snohomish County Area, Washington by the Soil Conservation Service (SCS) to determine
the erosion hazard of the on -site soils. The site surface soils were classified using the SCS
classification system as Alderwood-Urban Land Complex, 2 to 8 percent slopes (Unit 5).
The corresponding geologic unit for these soils is till, which is in agreement with the soils
encountered in our site explorations.. The erosion hazard for the soil is listed as being slight
for the gently sloping conditions at the site.
Seismic Hazard
It is our opinion based on our subsurface explorations that the Soil Profile in accordance
with Table 1613.5.2 of the 2006 International Building Code (IBC) is Site Class C As
referenced in the 2006 IBC, we used the US Geological Survey program "Seismic Hazard
Curves and Uniform Hazard Response Spectra." That program uses 2003 NEHRP Seismic
Design Provisions to obtain values for S., S1, F,,, and F,. The seismic design parameters
are:
Sr, 119.6% g
Robinson Noble, Inc
Geotechnical Engineering Report
Q'Reilly Auto Part Store
23005 StateRoute #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 7
S, 41.8% g
F. 1.0
F, 1.4
Site specific coefficients and adjusted maximum considered earthquake spectral response
acceleration parameters apply as shown in Section 1613.5 of the IBC. Based on the USGS
data and Tables 1613.5.60) and (2), the site has Seismic Design Category D.
Additional seismic considerations include liquefaction potential and amplification of, ground
motions by soft soil deposits. The liquefaction potential is highest for loose sand with a
high groundwater table. The underlying dense till is considered to have a very low
potential. for liquefaction and amplification of ground motion.
CONCLUSIONS AND RECOMMENDATIONS
General
It is our opinion that the site is compatible with the planned development. The underlying
dense to very dense glacial, till deposits are capable of supporting the planned structure and
pavements. We recommend that the loose fill be removed from the building footprint and
then backfilled with structural fill. Please. refer to the Structural Fill section for
recommendations for fill placement. The foundations should bear on the underlying native
glacial till, or on structural fill extending to these soils. Based on our site explorations, we
anticipate these soils will generally be encountered at the. 9 foot depth on the east side of
the planned building and at typical footing depths on the west side of the planned building.
The soils likely to be exposed during construction are highly moisture sensitive and will
disturb easily when wet or during wet conditions. We recommend that construction take
place during the drier summer months, if possible. If construction takes place during the
wet season, additional expenses and -delays should be expected due to the wet conditions.
Additional expenses could include costs for an increased depth of site stripping, export of
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23065 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 8
on -site soil, the import of clean. granular soil for fill, and the need to place a blanket of rock
spalls in the access roads and paved areas prior to placing structural fill.
Site Preparation and Grading
The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to
expose medium dense or firmer native soils in pavement and building areas. 'The
excavated material should be removed from the site, or stockpiled for later use as
landscaping fill. The resulting subgrade should be compacted to a firm, non -yielding
condition. Areas observed to pump or yield should be repaired prior to placing hard
surfaces.
The on -site glacial till likely to be exposed during construction is considered highly moisture
sensitive' and the surface will disturb easily when wet. We expect these soils would be
difficult, if not impossible, to compact to structural fill specifications in wet weather. We
recommend that earthwork be conducted during the drier months. Additional expenses of
Wet weather or winter construction could include extra excavation and use of imported fill
or rock spalls. During wet weather, alternative site preparation methods may be
necessary. These methods may include utilizing a smooth -bucket trackhoe to complete
site stripping and diverting construction traffic around prepared subgrades. Disturbance to
the prepared subgrade may be minimized by placing a blanket of rock spalls or imported
sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful
in reducing grading costs during the wet seas on. These methods. ban be evaluated at the
time of construction.
Structural Fill
General: All,fill placed beneath buildings, pavements or other settlement sensitive features
should be placed as structural fill. 'Structural fill, by definition, is placed in accordance with
prescrib ed methods and standards, and is observed by an experienced geotechnical
professional . or soils technician. Field observation procedures would include the
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010.
Page
performance of a representative number of in -place density tests to document the
attainment of the desired degree of relative compaction.
Materials: Imported structural fill should consist of a good quality, free -draining granular
soil, free of organics and other deleterious material, and be well graded to a maximum size
of about 3 inches. Importedi all-weather structural fill should contain no more than 5
percent fi*nes (soil finer than a Standard U.S. No. 200 sieve), based on that fraction
passing the U.S. 3/4-inch sieve.
The use of on -site soil as structural fill will be dependent on moisture content control.
Some drying of the native soils may be necessary in order to achieve compaction. During
warm, sunny days this could be accomplished by spreading the material in thin lifts and
compacting. Some aeration and/or addition of moisture may also. be necessary., We
expect that compaction of the native soils to st ructural fill specifications Would be difficult,
if not impossible, during wet weather.
Fill Placement: Following subgrade preparation, placement of the structural fill may
proceed. Fill should be placed in 8- to 10-inch-thick uniform lifts, and each lift should be
spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All
structural -fill underlying building areas, and within a depth of 2 feet below pavement and
sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry
density. Maximum dry density, in this report, refers to that density as determined by the
ASTM D15.57 compaction test procedure. Fill more than 2 feet beneath sidewalks and
pavement subgrades should be compacted to at least 90 percent of-the.maximum dry
densit y.' The moisture content of the soil to be compacted should be within about 2
percent of optimum so that a read i ly, compactabl e condition exists. It may be necessary to
overexcavate and remove wet surficial soils in cases where drying to a compactable
condition is not feasible. Ail compaction should be accomplished by eqyipment of a type
and size sufficient to attain the desired degree of compaction.
Robinson Noble, Inc
0 . 0
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington,
FIN File No. 2587-001A
April 23, 2010
Page 10
Temporary and Permanent Slopes
Temporary cut slope stability is a function of many factors, such as the type and
consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length
'of time a cut remains open, and the presence of surface or groundwater. It is exceedingly
difficult under these variable conditions to estimate a stable temporary cut slope geometry.
Therefore,' it should be the responsibility of the contractor to maintain safe slope
configurations, since the contractor is continuously at the job site, able to observe the
nature and condition of the cut slopes, and able to monitor the subsurface materials and
groundwater conditions encountered.
For planning purposes, we recommend that temporary cuts made around the eastern
perimeter of the planned building footprint be no steeper than 1.5 Horizontal to 1 Vertical
(1.5H:1V). Cuts in the dense to very dense till may stand at a 0.75H:1V inclination or
possibly steeper. If groundwater seepage is encountered, we would expect that flatter
inclinations would be necessary.
We recommend that cut slopes be protected from erosion. Measures taken may include
covering cut slopes with plastic sheeting and diverting surface runoff away from the top of
cut slopes. We recommend that cut slope heights and inclinations conform to local and
WISHA/OSHA standards.
Final slope inclinations for granular structural fill and the native soils should be no steeper
than 2H:1V. Lightly compacted fills, common fills, or structural fill predominately
consisting of fine grained soils should be no steeper than 3 H:1V. Common fills are defined -
as fill material with some organics that are "trackrolled" into place. They would not meet
the compaction specification of structural fill. . Final slopes should be vegetated and
covered with straw or jute netting. - The vegetation should be maintained until it is
established.
Robinson Noble, Inc
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Geotechnical Engineering Report
O.'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001 A
April 23, 2010
Page 11
Foundations
Conventional shallow spread foundations should be founded on undisturbed till or structural
fill extending down to the till. If the soil at the planned bottom of tooting elevation is not
suitable, it should be overexcavated to expose suitable bearing soil. We recommend that
the overexcavation be wider than the building footprint. The amount the overexcavation
should be wider depends on the depth of the overexcavation. We recommend that the
width from the outer edge of the footing be at least half of the depth of the
overexcavation. For example, if 8 feet of soil needs to be removed beneath a footing to
reach the dense native till, then the excavation should extend at least 4 feet beyond the
outer edge of the footing. The overexcavation should then be backtilled with structural till
as described in the above sections. Footings should extend at least 18 inches below the
lowest adjacent finished ground surface for frost protection. Minimum foundation widths
should conform to IBC requirements. Standing water should not be allowed to accumulate
in footing trenches. All loose or disturbed soil should be removed from the foundation
excavation prior to placing concrete.
For foundations constructed as outlined above, we recommend an allowable design bearing
pressure of 2,000 pounds per square foot (psf) be used for the footing design. IBC
guidelines should be followed when consi , dering short-term transitory wind or seismic
loads. Potential foundation settlement using the recommended allowable bearing pressure
is estimated to be less than 1-inch total and 1/2-inch differential between footings or
across a distance of about 20 feet. It is important to compact the structural fill within the
building area to above project specifications to -reduce differential settlement across the
building.
The above foundations may be resisted by friction at the base of the wall and passive
resistance against the foundation. A coefficient of friction of 0.5 may be used- to
determine the base friction in the *native glacial soils. An equivalent fluid density of 250
pcf -may be used for passive resistance design. To achieve this value of passive pressure,
Robinson Noble, Inc
0 0
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
FIN File No. 2587-001A
April 23, 2010
Page 12
the foundations should be poured "neat" against the native dense soils, or compacted fill -
should be used as backfill against the front of the footing, and the soil in front of the wall
should extend a horizontal distance at least equal to three times the foundation depth. A
factor of safety of 2.0 has been applied to the passive pressure to account for required
movements to gene rate these 'pressures. The friction coefficient does not include a factor
of safety.
Slabs -On -Grade
Slab -on -grade areas should be prepared as recommended in the Site Preparation and
Grading subsection. Slabs should be supported on medium dense or firmer native soils, or
on structural fill extending to these soils. Where moisture control is a concern, we
recommend that slabs be underlain by 6 inches of pea gravel for use as a capillary break.
A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary
break. An additional 2-inch-thick damp sand blanket can be used to cover the vapor barrier
to protect the membrane and to aid in curing the concrete. This will also help prevent
cement paste bleeding down into the capillary break through joints or tears in the vapor
barrier. The capillary break material should be connected to the footing drains to provide
positive drainage.
Drainage
We recommend that runoff from impervious surfaces, such as roofs, driveway and access
roadways, be collected and routed to* an appropriate storm water discharge system. The
finished ground surface should be sloped at a gradient of 5 percent minimum for a distance
of at least 10 feet away from the buildings, or -to an.approved method of diverting water
from the foundation per IBC Section 1803.3. Surface water should be collected by
permane nt catch basins and drain lines, and be discharged into a storm drain system.
We recommend that footing drains be used around all of the structures where moisture control is
important. It is good practice to use footing drains installed at le ast 1 foot below the planned
finished floor slab to provide drainage. Footing drains should discharge into tightlines leading
Robinson. Noble, Inc
0 .0
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23; 2010
Page 13
to an appropriate collection and discharge point. For slabs -on -grade, a drainage path
should be provided from the capillary break material to the footing drain system. Roof
drains should not be connected to wall or footing drains.
Our experience with gently -sloping till sites is that the volume. of water collected by
commercial building foundation drains and routed to the stormwater detention system is
insignificant when considered in the storm drainage design. We do not, expect that the
foundation drain water will impact the design of the stormwater detention system.
Utilities
Our explorations indicate that deep dewatering will not be needed to install standard depth
utilities. Anticipated groundwater is expected to be handled with pumps in the trenches.
We also expect that some groundwater seepage may develop during and following the
wetter times of the year. We expect this seepage to mostly occur in pockets. We do not
expect significant volumes of water in these excavations.
The soils likely to_ be exposed in utility trenches after site stripping are considered highly
moisture sensitive. We recommend that they be considered for trench backfill during the
drier portions of the year, provided these soils are within 2 percent of their optimum
moisture content and are suitable to meet compaction specifications. During the wet
seaso n, it may be difficult to achieve compaction specifications; therefore, soil amendment
with kiln dust or cement may be needed to achieve proper compaction with the on -site
materials. The amount of organics encountered will also determine if onsite soil can be
used or if imported materials are needed. Additional overexcavation may be needed in
areas to confirm the utilities are supported on native bearing soil or structural fill extending
to these soils.
Pavement Subgrade
The performance of roadway pavement is critically related to the conditions of the
underlying subgrade. We recommend that the subgrade soils within the roadways be
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 14
prepared as described in the Site Preparation and Grading subsection of this report. Prior
to placing base material, the subgrade soils should be compacted to a non -yielding state
with a vibratory roller comp actor and then pro -of -rolled with a piece of heavy c6nstruction
equipment, such as a fully -loaded dump truck. Any areas with excessive weaving or
flex ing should be overexcavated and recompacted or replaced with a structural fill or
crushed rock placed and compacted in acco rdance with recommendations provided in the
Structural Fill subsection of this repbrt.
An alternative to complete removal of all the existing fill would be to remove the upper 2
feet in the pavement areas and compact the existing surface. If the existing fill can be
compacted to a dense state, then 2 feet of granular import could be placed for the
pavement section. If this method is used, there is some additional risk of settlement in the
pavement area. Additional maintenance would be expected. The amount of fill removed
and the degree of compaction will reduce the risks.
CONSTRUCTION OBSERVATION
We should be retained to provide observation and consultation services during construction
to confirm that the conditions encountered are consistent with those indicated by the
explorations, and to provide recommendations for design changes, should the conditions
revealed during the work differ from those anticipated. As part of our services, we would
also evaluate whether or not earthwork and foundation installation activities comply with
contract plans and specifications.
USE OF THIS REPORT
We have prepared this report for O'Reilly Auto Parts and its agents, for use in planning and
design of this project. The data and report should be provided to prospective contractors
for their bidding and estimating purposes, but our report, conclusions and interpretations
should not be construed as a warranty of subsurface conditions.
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
FIN File No. 2587-001A
April 23, 2010
Page 15
The scope of our services does not include services related to construction safety
precautions, and our recommendations are not intended to direct the contractors' methods,
techniques, sequences or procedures, except as specifically described in our report, for
consideration in design. There are possible variations in subsurface conditions. We
recommend that project planning include contingencies in budget and schedule, should
areas be found with conditions that vary from those described in this report.
Within the limitations of scope, schedule and budget for our services, we have strived to
take care that our services have been completed in accordance with generally accepted
practices followed in this area at the time this report was prepared. No other conditions,
expressed or implied, should be understood.
Robinson Noble, Inc
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 16
We appreciate the opportunity to be of service to you. If there are any questions
concerning this report or if we can:provide additional services, please. call.
Sincerely,
kobinson Noble, Inc.
Kevin Boekholt, EIT
Project Engineer
3 5
Rick B. Powell, PE
Principal Engineer
KWB:RBP:am
Three Copies Submitted
Nine Figures
Information about this Geotechnical Engineering Report
cc: Dale M. Allison, ATC - Director, National CI I ient Management
Robinson Noble, Inc
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Address: 23005 SR 99, Edmonds, WA
ROBINSON'
17625-1.30th Ave NE, 0-102 -
Phone: (425) 488-0599 O'Reilly Auto Pjarts
Fax: (425) 488-2330
File Number Figure
bodinville, WA - 98072 1 2587-001 A 1 1
Site Plan
LEGEND.
B-1
Number and Approximate
Location of Soil Boring 1
0
0 50 100
Scale 1" = 50'
Reference: Based on site plan provided by O'Reilly Auto Parts, dated 03-04-2010
Phone: (425)488-0599 O'Reilly Auto Parts - 23005 SR99. Edmonds, WA
Fax: (425) 488-2330
FROBINSON File Number 2587-001A Figure 2
NOBLE 17625-130th Ave NE, C-1 02 - Woodinville, WA - 98072 1 1 1
F_ -I
Ah
UNIFIED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
SYMBOL
GROUPNAME
GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
CLEAN GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
SOILS
MORE THAN 50% OF
COARSE FRACTION
RETAINED ON NO. 4
SIEVE
GRAVEL
WITH FINES
GM
S I LTY GRAV E L
GC
CLAYEY GRAVEL
SAND
CLEAN SAND
SW
WELL -GRADED SAND, FINE TO COARSE SAND
SP
POORLY -GRADED SAND
MORE THAN 50%
RETAINED ON
NO. 200 SIEVE
MORE THAN 50% OF
COARSE FRACTION
PASSES NO. 4 SIEVE
SAND
WITH rINES
SM
SILTY SAND
SC
CLAYEY SAND
FINE -
SILTAND CLAY
INORGANIC
ML
SILT
CIL
CLAY
GRAINED
SOILS
LIQUID LIMIT
LESS THAN 50%
ORGANIC
CIL
ORGANIC SILT, ORGANIC CLAY
SILTAND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
MORE THAN 50%
PASSES NO. 200 SIEVEI
LIQUID LIMIT
50% OR MORE
—
ORGANIC
OH
ORGANIC CLAY, ORGANIC SILT
HIGHLY ORGANIC SOILS
PT
PEAT
NOTES:
SOIL MOISTURE MODIFIERS
1) Field classification is based on
visual examination of soil in general
Dry- Absence of moisture, dusty, dry
to the touch
accordance with ASTM D 2488-93.
2) Soil classification using laboratory
Moist- Damp, but no visible water
tests is based on ASTM D 2487-93.
Wet- Visible free water or saturated,
3) Descriptions of soil density or
consistency are based on
usually soil is obtained from
below water table
interpretation of blowcount data,
visual appearance, of soils, and/or
test data.
Modifications have been applied to ASTM methods to describe sit and clay content.
KEY TO BORING LOG
SYMBOLS
— Letter symbol for soil type
Contact between soil strata
IMML
— (Dashed line indicates approximate
contact between soils)
Ground water level
— Letter symbol for soil type
0 Blows required to drive
sample 12 In. using SPT
a (Weight of water)
MC(M)=%MOlstur =(weight of dry soil)
DD Dry Density
NOTE: The. stratification lines represent the approximate boundaries between soil types and the transition -may be gradual
Phone: (425) 488-0599
Fax: (425) 488-2330
Soil Classification and
Boring Log Key
FROBINSON'
NOBLE 17625-130th Ave NE, Suite 102 - Woodinville, WA- 98072
Figure 3
Date 4/12/2010 Hol' meter 8"
B-1 Logged by KWB Hole?epth 15'
Driller Holocene Well diameter N/A
Page 1 of 1 Elevation Well depth N/A
LITHOLOGY / DESCRIPTION
(j
(6
zi
Sample
?1
0)
>
0
U
W
Static
Water
Level
(D
a
-W tandard Penetration Resistance
(140 lb. weight, 30" drop)
Blows per foot
Moisture Content
0 10 20 30 40 50 50+
BARK and WOOD CHIPS (FILL)
............. ..................... ........ ................................................ .........................
Brown fine to coarse SAND with gravel (LILL)
AF
.................
SW
2
3—
4—
5 —
6-
7—
8—
9—
10—
12-
13—
14—
16-
17-
18-
19—
20 .
21-
22-
23-
24—
25
67% U
-------- - --------------------- -----------------------
----------
---------------- ------------------------------- ---------
--------------------- -------------------------------
------------------ --------- ---------- --------
.............
----------------------------------------------- --------
Dark brown to black SILTY fine to coarse SAND
with organics and gravel (Loose, Moist) (FILL)
Brown fine to coarse SAND with silty clay and
gravel (Loose. Moist) (LILL)
SM
SW-SC.''r,
Dense GRAVEL encountered
Brown SILTY fine to coarse. SAND with gravel
(Dense, Moist) (TILL)
SM
TA15—
Boring 2 complete at'l 5 feet on 4/12/2010
Groundwater seepage was not encountered
Phone: (425) 488-0599
Fax: (425) 48 8-23.30
ROBINSON"
NOBLE 17625-130 Ave NE, Suite 162 - Woodinville, WA - 98032
O'Reilly Auto Parts - 23005 SR99.Edmonds., WA
File.Number
2587-001A
igure
4
Date 4/12/2010 Hol ele, 8"
4 e
B-2 Logged by KW13 Holetepth 15,
Driller Holocene Well diameter NIA
Page I of 1 Elevation Well depth N/A
LITHOLOGY / DESCRIPTION
C6
=i
Sample
?_1
00)
0
Static
Water
Level
qr andard Penetration Resistance
(140 lb. weight, 30" drop)
0 Blows per foot
M Moisture Content
0 iO 20 30 40 50 50+
BARK and WOOD CHIPS (FILL)
.......................... ................................................................................. ........
Dark brown to black ORGANIC SILT with wood debris
and fine to medium sand (Soft, Wet) (fILL)
............. ............ ......................................... ........ .................................
Gary SILTY fine SAND with organics and silt
(Medium Dense, Moist) (FILL)
AF
..... ......
OL
............
SM
2—
3—
4—
5—
6-
7—
9—
10—
12-
13—
14—
15—
16-
17-
18-
19—
20-
21-
22-
23-
24—
25—
93
--------- -------------------- -------- ------
...... ------------- ----------------- -------------------
................................................
----------------------------- -----------------------------
------------------------------- ------------- ---------
Dense GRAVEL encountered
Gray SILTY -fine to medium SAND with gravel
(Very Dense, Moist) (TILL)
SM
Boring 2 complete at 15 feet on 4/12/2010
Slight groundwater seepage near 13 feet
Phone: (425) 488-0599
Fax: (42 5)488-2330
ROBINSON-
NOBLE 17625-130 AveNE, Suite 102 - Woodinville, WA - 98032
.L-
O'Reilly Auto Parts - 23 005 SR99 Edmonds., WA
File Number
2587-001 A
Ef - 5
Date 4/12/2010 Holometer 8"
B-3 Logged by KWB Hole depth 15'
Driller Holocene Well diameter N/A
Page 1 of I Elevation Well depth �N/A
LITHOLOGY / DESCRIPTION
U5
3
Sarn�ie
-a
0
0 .2
W C
Static
water
Level
w
!�
cl-
a)
0
tandard Penetration Resistance
(140 lb. weight, 30" drop)
* Blows per foot
0 Moistu re Content
0 10 20 30 40 50 50+
CRUSH ROCK (Medium Dense, Moist) (FILL)
..................................................................................................................
Brown SILTY fine to coarse SAND with pulverized
gravel (Very Dense, Moist) (TILL)
Gray SILTY fine to coarse SAND with gravel
(Very Dense, Moist) (TILL)
Gray SILTY,fine to coarse SAND with gravel
(Very Dense, Moist) (TILL)
GW
SM
SM
SM
2—
3—
4-
5—
6-
7—
8—
9-
10—
12-
13—
14—
15 .
16-
17-
18-
19—
20—
21-
22-
23-
24-
25—
--------- ---------------------------------------- - : ---------
13 92
--------- -------------------- ------------------------------
13 :510
. ......... -----------------------------------
-------------- ----------------------- ---------
------ --------- ---------- ......
Boring 3 complete at 15 feet on 4/12/2010
Groundwater seepage was not encountered
Phone: (425) 488-0599
Fax: (425) 488-2330
ROBINSON'
NOBLE 17625-130 Ave NE, Suite 102 - Woodinville, WA - 980,32
O'Reilly Auto Parts - 23005 SR99 Edmonds, WA
F He Number
2587-001 A
lFigure
6
Date 4/12/2010 Hol 'neter 8"
B-4 Logged by KWB Ole e th 15,
H A p
Driller Holocene Well diameter NA
Page 1 of 1 Elevation Well depth N/A
LITHOLOGY I DESCRIPTION
6
6'
Sample
Static
Water
Level
CD
IR
_c
CL
CD
Wandard Penetration Resistance
(140 lb. weight, 30" drop)
Blows per foot
m Moisture Content
0 10 2b 30 40 50 �50+
WOOD CHIPS (From 0.0 to 2.7 foot depth)
AF
AF
2—
3—
4-
5—
.6-
7�
8—
9-
10 —
12-
13—
14—
15—
16-
17-
19—
20-
21-
22-
23�
24
25—
---------- m --------- ------------ ------- ----- ---- ---------
88
-------------------- ------------------- --------------------
574
-------------------- -- �' ---------- ---------
---------- ----------------- -------------------- I
---------- ---------- a .......... ------------ ----------- ------
Gray SILTY fine to coarse SAND with gravel
(Dense, Moist) (TILL)
Gray SILTY fine to coarse SAND With gravel
(Very, Dense, Moist) (TILL)
Gray SILTY fine to coarse SAND with gravel
(Very Dense, Moist) (TILL)
sT
SM
SM
Boring 4 complete at 1.5 feet on 4/12/2010
Groundwater seepage was not encountered
Phone: (425) 488-0599
Fax: (425) 488-2330
ROBINSON
NOB LE . 17625-130 Ave NE, Suite 102 - Woodinville, WA - 98032
O'Reilly Auto Parts - 23005 SR99 Edmonds, WA
File Number
2587-001A
lFigure
7
0
Grain Size Analysis
U.S. Standard Sieve Opening in Inches U.S. Standard Sieve Numbers
Hydrometer Results
100% 20
6 4 3 1% % A % #4 10
16 20 30 40 50 100 200
0%
442,4- 4 - -7
90%
--- T ------....... ...... -----------
I r r I ------------
-------
- ---- -- ----------- - -
----------------- 11T,77 -------------------
----------- -------
10%
80% -
- - - - - - - - - - - - -
- - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - 4 - - - - - - - - - - -
. . . . . . . . . . . . . . -----
20%
70% .....................
- - - - - - - - - - - . . . . . . . . . . . . . - - - - - - - - --- - - - - - - - - - - - - - -
- - - - - - - __T__ rT - - - - - - - - r . . . . . . . . . . ..... T
. . . . . . . . ... . . r . . . . . . . . . . ... . . - - - - - - I - - - - - - I I T 7 7 . . . I . .
................... ... ---------
30%
.2)
------------------
------------------ ---
-77 .................
i5a)
60% 7: 1:
'r - - - T: r I r - - - -- - - - - . . . .
. . . L - - - 1- - - - - - - ----- I - T I I - - - - - - - -------
40%
. ... .
... . . . . . . . . . . . . 7 1 T -r 7 7 - - - - - - - - - - - - - - - -- - - - - - - - - -- - - - - - -- - - --- - - - - - - - - - - -- 7- --- T - -- --- - -- - - - - - - --- - - - - - -
50%
- - - - - - - - - - - - - - - - -- - - - - - - - - - -
--------- ---------- 7 7 r -7
------ __: -------- --- ---- ---- -----------
50%
U)
r -- - -- - - - -
40% 4 J
__: ----------- ------------- - - --- - - - - - -
- - - - - - - - - - - - - - - -- J - - - L - J - - - - - - - - - - I - - - - - - - - - --
. . ....... ...
60%
. . . . . . . . ... . ... .. . . . . . . . . . . . . .
- - - - - -
. . . . . . . . . . . . . . . - - - - - - -
7
M
30%
L ... I ................... .. ..........
-------- ------- - - - - ------- -------
70%
20%
------ ----------- ------ I -- ------ ----- --- -------
80%
10%
------------- --------
7 - - - - - - - - - - - - - -
----------- ......
I ----------- -------------- ........ -------
------------- ------- ------ --------------
90%
0%
100%
1000
100 10
1 0.1
0.01 0.001
'Grain Size in Millimeters
Gravels
Sands
Cobbles
Silts
Clays
Coarse Fine
Co. Medium -7 Fine
Date: 04/20/10
D1() = 0.07
USCS Classification
% Gravel % Sand
Sample #:
D30 = 0.28
SW -SC, Well -graded Sand wi
15.8% 73.5%
Sample ID:
Suitable Fill
D60 = 0.80
Specifications
Source:
Cc = 1.35
No Specs
Project:
NUD
Cu- 11.45
Sample Meets Specs
% Silt & Clay
Location:
Liquid Limit-- n/a
No
10.7%
Boring #:
B-f
Plastic Limit-- n/a
Fineness Modulus
Depth: 8.25
Plasticity Index= n/a
2.80
Coarse
Actual
Interpolated
Fines
Actual
Interpolated
Section
Cumulative
Cumulative
Section
Cumulative
Cumulative
Sieve
Size
Percent
Pe t Specs Specs
Sieve Size
Percent
Percent Specs
Specs
us
Metric
Passing
Pascsinng Max Min
us Metric
Passing
Passing Max
Min
6.00"
150.00
100.0%
#4
4.750
84.2%
84.2%
4.00"
100.00
100.0%
#8
2.360
72.7%
3.00"
75.00
100.0%
#10
2.000
70.9%
70.9%
2.50"
63.00
100.0%
#16
1.180
64.2%
2.00"
50.00
100.0%
#20
0.850
61.5%
61.5%
1.75"
45.00
100.0%
#30
0.600
53.2%
1.50"
37.50
100.0%
#40
0.425
47.4%
47.4%
1.25"
31.50
100.0%
#50,
0.300
32.8%
1.001,
25.00
100.0%
#60
0.250
26.9%
26.9%
7/8"
22.40
100.0%
#80
0.180
20.6%
3/4"
19.00
100.0%
#100
0.150
17.9%
17.9%
5/8"
16.00
100.0%
#140
0.106
13.7%
1/2"
12.50
98.7%
98.7%
#170
0.090
12.1%
3/8"
9.50
94.9%
94.9%
#200
0.075
10.7%
10.7%
1/4"
6.30
87.7%
#270
0.053
#4
4.75
84.2%
84.2%
I
I
I Copyright
I Spems Engineering &
Technical Services
PS, 1996-2005
17625 - 130th Ave NE, Suite 102 18019 25th Ave NE
Robinson Noble, Inc. Woodinville WA, 98072 Figure 8
Grain Size Analysis
U.S. Standard Sieve Opening in Inches U.S. Standard Sieve Numbers Hydrometer Results
100%
90%
80%
:E 70%
60%
0) 50%
40%
(L
30%
20%
10%
0%
0%
10%
20%
30%
40%
50%
60% ID
70%
80%
90%
100%
1000 100 10 1 0.1 0.01 0.001
r,rAn',;i7A in Millimptprs ...
Zu 4 J 17. 7. 7. 7. *4 lu ]b Zu qu ou 1UU ZUU
7 - - -- - - - - - - - 7- T - - - - - - . . . . . . . . . . .
I,- T, - - - - - - - ----- - - - - - - 1, . . . . . . --T - - - - - - - - - -
. . . . . . . . . . . . . . . . r-T - - - - - - - r - - - - - - - - - - - - - - - - . . . . . . . . . . . . . r
------------------- .......... * ---- ------ - --- ------
: . . . . . ; . . . . ; I --- I. -I -------- 11T., 7 -------------------------- 1,777, r ,
- - - - - - - - - - - - - T T-1- -1 - - - - - - - - - - - - -
--T ------------------------- - - - - - - - - - - -- - - - - - - --- - - - -- - - - - - - - - -
---------------- ------ -------- ---------- - ---- ------------------- T r - - - T
. . . . . . . . . . . . . . . - - - - - - - r. T-
4 ------------- ------- --------------------------------- -------- ----- --------------------- - ----------------------------------
-T - -- - - -- - - - - - - - - - - - -- -- - - - - - - - -- - - - - - - - - - - - - --- . . . . . . . --4 - - ---- -- - - --- -- - - - - - - - -- - - - - -- - - - - - - ------- - i --- - - - - - - - - - - - - - - - - -
- - -- - - - - - -
- - - - - - - -- -- --- - - - - - - - - - - - - - - - - - --- -- - - - - - - - -
7 - - -- - - -- - - - - - - - - - -
- - - --- - - - - - -- - - - - - - - - - - - - - -- -- - - - - - - - - - - - - - - - - - -- - - - - - - -- - - - - - - - - - - - - - - - - - - - - - - - - - - - -
- - - --- - - - - - - -- - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - j. . . . . . .. - - - - - -
. . . . . . . . . . 11-- - - - - - - - - - -
- - - -- - - - - - -
- - - - - - - - - - - - - - - - - -
- - - - - - - - - - - - - - - X, * - - - - - -- - - - - - - - - - - ---
. . . . . . . . . . . .. . - - - - - - - - - - - - - - * . . . . . . . . .
- - - --- - - - - - - - - - - - - - - - - - - - - - - - - - - t - - - - - - - - - - - - - - - - - - - - - I I - - - - - - -
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
----------
-1 - - - - - - - - - - - - - - - - - . . . . .
- - - - - - - - - -
Cobbles
Gravels
Sands
Silts
Clays
Coarse I Fine
Co. I Medi.,-T Fine
Date : 04/20/10
Sample #:
Sample ID: TILL
Source:
Project: O'Reilly Auto
Location:
Boring #: B-4
Depth: 14.25 feet
D10 = 0.04
D30 = 0.21
D60 = 1.26
Cc= 0.79
C,- 29.67
Liquid Limit- n/a
Plastic Limit-- n/a
Plasticity Index= n/a
USCS Classification
SM, Silty Sand with Grav
Specillcations
No Specs
Sample Meets Specs
No
Fineness Modulus
2.96
% Gravel
23.1%
% Silt & Clay
17.6%
% Sand
59.3%
Coarse
Actual
Interpolated
Fines
Actual
Interpolated
Section
Cumulative
Cumulative
Section
Cumulative
Cumulative
Sieve Size
Percent
Percent
Specs Specs
Sieve Size
Percent
Percent Specs Specs
us Me7t�il
Passing
Passing
Max Min
US Metric
Passing
Passing Max Min
6.00"
150.00
100.0%
#4
4.750
76.9%
76.9%
4.00"
100.00
100.0%
#8
2.360
-
67.1%
3.00"
75.00
100.0%
#10
2.000
65.7%
65.7%
2.50"
63.00
100.0%
#16
1.180
59.4%
2.00"
50.00
100.0%
#20
0.850
56.8%
56.8%
1.75"
45.00
100.0%
#30
0.600
50.6%
1.501,
37.50
100.0%
.#40
0.425
46.2%
46.2%
1.25"
31.50
100.0%
#50
0.300
37.1%-
1.001,
25.00
100.0%
#60
0.250
33.4%
33.4%
7/8"
22.40
100.0%
#80
0.180
27.9%
3/4"
19.00
100.0%
#100
0.150
25.5%
25.5%
5/8"
16.00
100.0%
#140
0.106
.20.9%
1/2"
12.50
92.4%
92.4%
# 1170
0.090
19.2%
3/8"
9.50
87.5%
87.5%
#200
0.075
17.6%
17.6%
1/4"
6.30
80.4%
#270
0.053
#4
4.75
76.9%
76.9%
-
I
I
I CopyrightlSpeam
Engineering
& Technical Savices
PS, 1996-2005
17625 - 130th Ave NE, Suite 102 18019 25th Ave NE
Robinson Noble, Inc. Woodinville WA, 98072 Figure 9
0 0
Geolec"hoical En ROPOPI.,
I 01fleepin-0
Geotechnical Services Ape Performed fop
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A geotechnical engineering study conducted for a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geotechnical engineering report is unique, prepared solelyfor the client. No
one except you should rely on your geotechnical engineering report without
first conferring with the geotechnical engineer who prepared it. And no one
— not even you — should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geotechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geotechnical Engineering Report Is Based on
A Unique Set of Ppoiect-Specific Factors
Geolechnical engineers consider a number of unique, project -specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences; the general
nature of the structure involved, its size, and configuration; the location of
the structure on the site; and other planned or existing site improvements,
such as access roads, parking lots, and underground utilitim Unless the
geotechnical engineer who conducted the study specifically indicates oth-
erwise, do not rely on a geotechnical engineering report that 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.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect: .
the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light industrial plant
to a refrigerated warehouse,
elevation,'configuration, location, orientation, or weight of the
proposed structure,
composition of the design team, or
- project ownership.
As a general rule, always inform your geotechnical engineer of project
changes —even minor ones —and . request an assessment of their impact.
Geolechnical engineers cannot accept responsibility or liability for problems
that occur because their reports do not consider developments of which
they were not informed.
Subsurface Conditions Can Change
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a g6olechnical engineer-
ing reportwhose adequacy may have been affected by: the passage of
time; by man-made. events, such as construction on or adjacent to the site;
or by natural eventsi such as floods, earthquakes, or, g roundwater f luctua�
tions. Always contact the geotechnical engineer before applying the report
to determine if it is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Findings Ape Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ —sometimes significantly —
from those indicated in your report. Betaining the geotechnical engineer
who developed your report to provide consttuction observation is the
most effective method of managing the risks associated with unanticipated
conditions.
A Report's. Reco.mmendations* Ape NotfinaL
Do not overrely on the construction recommendations included in yow
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geotechnical
engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geolechnical
engineer who developed your report cannot assume responsibility or
liability for the report's recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineeping Repopt Is Subject to
Misintepppetation
Other design team members' misinterpretation of geotechnical engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geotechnical engineer to review perti-
nent elements of the design team's plans and specifications, Contractors can
also misinterpret a geotechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstruction
conferences, and by providing construction observation.
Do Not Redpaw the Engineep's Lous
Geotechnical engineers prepare final boring and testing logs based upon
their interpretation of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering 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 Contpactops a Complete Repopt and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
they provide for bid preparation. To help prevent costly problems, give con-
tractors the complete geotechnical engineering report, but preface it with a
clearly written letter of transmittal. In that letter, advise contracto ' rs that the
report was not prepared for purposes of bid development and that the
report's accuracy is limited; encourage them to confer with the geotechnical
engineer who prepared the report (a modest fee may be required) and/or to
conduct additional study to obtain the spe cific types of information they
need or prefer. A prebid conference can also be valuable. Be sure contrac-
tors have sufficient time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of the financial responsibilities
stemming from unanticipated conditions.
Read Responsibility Ppovisions Closely
Some clients, de ' sign professionals, and contractors do not recognize that
geolechnical engineering is far less exact than other engineering diSCi7
plines. This lack of understanding has created unrealistic expectations that
have led to disappointments, claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations'
many of these provisions indicate where geotechnical engineers' responsi-
bilities begin and end, to help others, recognize their own responsibilities
and risks. Read these provision's closely. Ask questions. Your geotechnical
engineer should respond fully and frankly.
Geoenuiponmental Concepns Ape Not Coveped
The equipment, techniques, and personnel used to pMorrn a geoenviron-
mental study differ significantly from those used to perform a geotechnical
study. For that reason, a geotechnical engineering report does not usually
relate any geoenvironmental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmentalproblems have led
to numerous project failures. If you have not yet obtained your own geoen-
vironmental information, ask your geolechnical consultant for risk man-
agem ent g u i dan ce. Do not rely- on an en vironmental repof t prepared for
someone else.
Obtain Pitofessional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a profess ' ional
mold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
ber of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, water infiltration, and similar issues may have been
addressed as part of the geotechnical engineering study whose findings
are conveyed in this report, the geotechnical engineer in charge of this
project is not a mold prevention consultant; none of the services per-
formed in connection with the geotechnical eqgineer's study
were designed or conducted for the purpose of mold preven-
tion. Proper implementation of the recommendations Conveyed
in this report will not of itself he sufficient to prevent mold from
growing in or on the structure involved.
Rely, on Youp ASFE-Membep Geotechncial
Engineep fop Additional Assistance -
Membership in ASFE/The Best People on Earth exposes geotechnical
engineers to a wide array of risk management techniquos that can be of
genuine benefit for everyone involved with a construction project. Confer
with you ASFE-member geotechnical engineer for more information.
ASFE
The BeSl People an Earth
8811 Colesville Road/Suite G106, Silver Spring, -MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: info@asfe.ofg www.asfe.org -
�opydght2004 by ASFE, Inc. Duplication, reproduction, or copying of this document, in whole or In part, by any means whatsoever, is strictly prohibited, except with ASFE's
specific written permission. Excerpting, quoting, or otherwise extracting wording from this'document is permitted only with the express written permission ofASFE, and only for
purposes of scholarly research or book review. Only members of ASFE may use this document as a complement to or as an element of a geot6chfiical engineering report. Any other
firm, Individual, or other entity that so uses this document without being an ASFE member could be committing negligent or Intentional (fraudulent) misrepresentation.
11GER06045.0M
0
City of Edmonds
Development Services Department
Planning Division
Phone: 425.771.0220
Fax: 425.771.0221
Critical Areas File #: 7ZIM — (,'z,,
Critical Areas Checklist Fee: $45.00
Date Received by Dev. Serv. Dept�_� I S_ 2LX0
City Receipt No: 10 B r, 151,
Date Mailed to Applicant:- -4 - I
CRITICAL AREAS CHECKLIST
The Critical Areas Checklist contained on this form is
to be filled out by , any person preparing a
Development Permit Application for the City of
Edmonds Prior to his/her submittal of a development
permit to the City.
The purpose of the Checklist is to enable City staff to
determine whether any potential Critical Areas are, or
may be, present on the subject property. The
information needed to complete the Checklist should
be easily available from observations of the site or
data available at City Hall (Critical areas inventories,
maps, or soil surveys).
An applicant, or his/her representative, must fill out
the checklist, sign and date it, and -submit it to the
City. The City will review the checklist, make a
precursory site visit, and make a determination of the
subsequent steps necessary to complete a development
permit application.
Please submit a vicinity map, along with the signed
copy of this form to assist City staff in finding and
locating the! specific piece of property described on
this form. In addition, the applicant shall include
other pertinent information (e.g., site plan, topography
map, etc.) or studies in conjunction with this Checklist
to assist staff in completing their preliminary
assessment of the site.
I have completed the attached Critical Areas Checklist and attest that the answers provided are factual, to the
best of my knowledge (fill out the appropriate column below).
PLEASE PRINT CLEARLY I
Owner/Applicant:
Q VA li-fe, e, WA
Name
;i�a
Street Address
City Stite Zip
Telephone
Signature
Da4e
Applicant Representative:
Name
Street Address
city State zip
Telephone
Signature
Date
d:recsptiortqana/CACLHandout.doe Revised 411 OrM
CA
CAcal Areas Checklist' FONO
---------------- ------------------------- - - - - - - - - - - - - -
Site Information (soil s/topography/hydrology/vegetation)
I . Site AddressALocation:
2. Property Tax Accounfl�
3. Approximate Site Size (acres or square feet):
4. Is this site currently developed? X yes; no.
If yes; how is site developed?— A � Y& SA
5. Describe the general site topography. Check all that apply.
Flat: less than 5-feet elevation change over entire site.
Rolling: slopes on site generally less than 15% (a vertical rise of I 0-feet over a
horizontal distance of 66-feet).
Hilly: slopes present on site of more than 15% and less than 30% ( a vertical rise of
10-feet over a horizontal distance of 33 to 66-feet).
Steep: grades of greater than 3 0% present on site (a vertical rise of I 0-feet over a
horizontal distance of less than 33-feet).
Other (please describe):
6. Site contains areas of year-round standing water: Approx. Depth:
7. Site contains areas of seasonal standing water: Approx. Depth:
Whit season(s) of the year?
8. Site is in the floodway floodplain of a water course.
9. Site contains a creek or an area where water flows across the grounds surface? Flows are year-
round? Flows are seasonal? (What time of year?
10. Site is primarily: forested meadow ;shrubs mixed
urban landscaped (lawn,shrubs etc)
11. Obvious wetland is present on site:
SCS M" 4, 114-y-
appe.
tAq*JoYe;.i�9ry..-..9T*. p.T.ppa
'a
Wi]
ifiye .. .... ..
Critica:Ar�as or. ln� .10 ..Oa jiti, al A-'r. -`-6
:Site Wfth.4in`;d.es!&n:�*
e�io�t6d -oj thii`g vi ii
n ro m
d
W .................. ...
AtV
z5s 0 ril I.
A"_chLdoq Rev IWOM
APR 41984
STORM DRAINAGE CALCULATIONS
FOR
BETTER HOMES SYSTEMS, INC.
Portions of Lots 14 and 15,
Skelton's Lake McAleer 5 Acre Tracts
230th Street SW and Highway 99
M. B. Mey 9 # 2 6 2 1
4/4/84
ME-711
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RUNOFF FACTORS FOR STORM SEWERS
(values of "C" in CIA)
FLAT ROLLING
0-5% 5%
UNDEVELOPED LAND
Wood & Forest.... 0.10 0.15
Sparse Trees & Ground Cover..::::::::::::::::: 0.15 C:Qk)
Light Grass to Bare Ground ..... 0.20 0.25
DEVELOPED AREA
Pavement & Roofs ......
0.90
0.90
Gravel Roads & Parking
0.75
Q�J-0-
Ci ty Bus ine s s. . . . 9 a 0 6 * 0 4 0 0 4. * 0 0 0 0 a 0 0 6 . 0 . 0 & 6 0 .
0 o 8 5
0 . 9 0
Apartment Dwelling
0.80
0.85
Industrial Areas ...
0470
0.80
Industrial Areas (Light) ......................
0.60
0.70
Earth Shoulder ...............
0.50
Playground ...................
0.25
Lawnst Meadows & Pastures .......
0.20
0.25
Parks
0.15
0.20
SINGLE FAMILY RESIDENTIAL
(Dwelling Unit/dross Acre)
1.0 - 1.5 .....................
1.5 - 3.0 DU/GA
0.30
.... o .............................
3.0 - 3.5 DU/GA
0.35
.................. oo .............
3.5 - 4.0 DU/GA
0.40
.......... o ..... 0 ..... * ..........
4.0 - 6.0 DU/GA..o
0.45
........................... *..
6.0 - 9.0 DU/GA
Oo5 0
................ 0 ... 0 ...... 0..*..
9.0 - 15.0 DU/GA
0-:-�O-
..... o ................. o ....
o .....
0.70
i
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This figure may be used to help
estimate overland flow times for
surf:1ce flow.
TRAVEL TIME FOR OVERLAND FLOW
I
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.1
RCITY OF EDMONDS
". FOR INSPECTION CALL
PUBLIC WORKS DEPARTIOT Permit 7 6&
17 yzs�/5 F.Xt. nh
Issue Date-47 7 6
SIDE SEWER PERMIT 4
293
PERMIT MUST BE POSTED ON JOB SITE
k,-- '.ww�mwmw'mw3WrMr3WMWAMW-AWAWAW3WrJMFMWAWAW YIA BALLINGER
1. Address of Construction _?3goS X11r,0Vkj4q 99 1 IET STA 10A
2. Property Legal Description (include all. easements)
o o 'A A + ta C_ v) ed
3. Single �Jily Residence Multi -Family No. of Units
Commercial X N
4. Owner and/or Builder STREjET FILE
5. Contractor & License No. #0_5_1551
6. Invasion into City Right -of -Way: No X Yes . (If Yes Right-of-
way Construction Permit Required - Call Dial Digl� *Y464W) before
800-424-5555
excavation).
E-4 7. Cross other private property: Yes No __S4_ Easement required -
attach legal description and county easement number.
�4 READ THE FOLLOWT-,NG AND SIGN:
P4
04
< a. Property owners must obtain a permit to install side sewers on
>4 their property. A licensed side sewer contractor must be employed to
construct side sewers in the public right-of-way.
b. The side sewer contractor assumes full reponsibility for each
E-1 installation for one year.
N
�4 C. Commercial establishment requires a minimum of a six inch (6")
P4
z side sewer line.
0 d. Side sewers may not be installed closer than thirty inches (30")
to any structure.
e. Side sewer lines must be laid at a minimum grade. of 2% (1.15
0 and maximum grade of 100% (450). .% 0
f. No turn in side s8wer greater than 45 (1/8,bend) is 0 allowed
between cleanout. All 90 turns must be constructed of a 45 (1/8
bend) and wye with removable cap.
g. No down spout6, footing drains or floor drains can be connected
to side sewer system..
h. Pea gravel is required for bedding when installing sewer lines
through other than granular soil.
i. Cleanouts ar)6 required at 30"-60" from each plumbing exit line
and at minimum int;lorvals of 100' along sewer 'line run.
j. Trenches within City right-of-way must be*restored to original
conditions Contractors shall be responsible for right-of-way failure
due to poor,,c ' ompaction of fill.
k. Side sewer must be left uncovered until inspected and approved
by the City.
. 1. Inspection during normal working hours only. Two (2) working
days notice required.
DATE:
�Kcertify -that I have read
nd shall comply with the above
PERMIT FEE: J6, 0 DISAPPROVED BY: Date:
UW IiL4�14 01"el"rQ e_ o7s- - 0 0 B Date:
CONNECTION FEE: Date: 4Ajd 24- 198
94 ::) APPROVED By
0
FZ4 aqz,
PERMIT MUST BE,PQSTED ON JOB SITE
00
EYRiNq
ores' rs
SSOCIATES, INC.
(206) 778-3101
23423 Highway 99
Edmonds, WA 98020
P.O. Box 32 Lynnwood, WA 98036
The following represents the property on 230th SW and Highway 99,
per the attached sketch.
Parcel A
All that portion of Tract 14, plat of Skelton's Lake McAleer 5 Acre
Tracts, per the plat as recorded in Volume 6 of Plats, page 21, records
of Snohomish County, Washington, described as follows:
Beginning at the intersection of the East line thereof and the Easterly
margin of the Old U.S. 99 Highway;
thence S 0044138" E along said East line, a distance of 218.01 feet;
thence N 640161 W along a course thatis perpendicular to the said
Easterly margin of old U.S. 99, a distance of 97.20 feet to a point on
said Easterly margin;
thence along said Easterly margin N 25044' E, a distance of 195.14
feet to the Point of Beginning.
Parnpl n
All that portion of Tract 15, plat of Skelton's Lake McAleer 5 Acre
Tracts, per the plat as recorded ih Volume 6 of Plats, page 21, records
of Snohomish County, Washington, described as follows:
Beginning at the intersection of the North line thereof and the Easterly
margin of the Old U.S. 99 Highway;
thence along the North line thereof, N 89'37'38" E, a distance of
205.0 feet;
thence S 0143137" E parallel with the East line thereof, a distance of
279.0 feet;
thence parallel with the North line, S 89037'38" W, a distance of 218.18
feet to an intersection with a line that is perpendicular to the said
Easterly margin of Old U.S. 99;
thence N 640161 W, a distance of 15-72 feet to a point of intersection
with the West line of said Tract 15;
thence along said West line, N 0*44'38" W, a distance of 218.01 feet to
a point of intersection with the Easterly margin of Old U.S. 99;
thence along said Easterly margin, N 25044' E, a distance 'of 61.3 feet
to the Point of Beginning.
a
2/20/84
STREET FILE
0
U)
1�1
CA
-Ar
Side Sewer Drawing
The City of Edmonds EASEMENT NO - ----------- --------------------------------
NEW CONSTRUCTION REPAIRS LID NO. � ------------------ ASMT. NO - -------------
OWNER 50MR-14cmES -------------------------------------------------
--------- CONTRACTOR ... WOLZMAN ------------------------------------------ PERMIT NO. _713(c.-
JOB ADDRESS Z�005 --------- 14 ---- 99 ------
--------------------- LEGAL DESCRIPTION: LOT NO - ------------------------ I ------------- BLOCK NO. - YIA--BAL
LIFT STATION
------------------- ----------------- - ------------- ----------
04
---------------- ----
NAME OF ADDITION ----------------------------------- 71
84
TEMPORAR5 "OIL& NOVIL
OrVICA st-ra
co log*
M
M
S-MEL POS-r
4"n (Stoto
pww-owi-1 1/75 (REV.1 1/78) Hwy 99
too
46
13,0P
BIKE S140P
Approved:
XDATE +.Z.fl)V4;�1904 ------ By jor --- V*-*// ----------------- ----------
0
�t -1? C. 1891,
9
Q
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
Website: wwwdedmondsma.us
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
Mr. Nathan Chinn, Manager
Armadillo Storage
23031 Highway 99
Edmonds, Washington 98026
RE: Property @ 23005 Highway 99
Dear Mr. Chinn:
GARY HAAKENSON
MAYOR
8-9MEET FILE March 7, 2003
The purpose of this letter is to formalize the City's decision with regard to the existing red labeled
manufactured dwelling at the subject property that has been used, and is currently being used, as a
retail sales office.
In researching City Conditional Use Permit number CU-7-84, we have verified this permit was issued
for 'outdoor storage' at the subject site. Please note, the application does not specify that a model
manufactured red label dwelling wouldbe used as an office for selling purposes; however, it is our
understanding that this was common practice for this type of business.
Since you have provided information that the same manufactured red labeled dwelling has been on site
and used as an office since April of 1984, the City considers this specific manufactured dwelling to be
grandfathered for use as an office under permit CU-7-84.
Please be advised, if the unit is changed out or replaced, (even if replaced due to natural disaster) it
must be replaced with a black label commercial coach suitable for office use including barrier free
access and toilet facilities. The City shall not permit a replacement red or gold label dwelling to be put
on site for the purpose of office use. Or, you I could make application for a building permit to construct
a complying Uniform Building Code building as a replacement office.
This decision is appealable by filing a written notice of appeal, application form and appeal fee of
$155.00 within 14 calendar days from the date of ' this letter. Failure to appeal shall waive any future
appeal rights and administrative recourse in this matter.
If you have any questions please feel free to contact me at 425-771-0220.
Sincerely,
Le"
Jeannine L. Graf
Building Official
Cc: Planning Manager
Street Address File
Incorporated August 11, 1890
Sister City - Hekinan, Japan
I V
CITY OF EDMONDS File NoW— 7- 5;41
EDMONDS, WASHINGTON Date —
Fee
0
APPLICATION TO HEARING EWIINER AP 'S
FOR CONDITIONAL USE PERMIT Rect. No. 2ZO5
HEARING PATE
Better Homes 13550 Aurora �V�re'. N!
APPLICANT:Systems Inc. -ADDRESS Seattle,WA PHONE 367-77,66
Indicate type or degree of interest in the property: leasee
Ockson
OWNER: Will Shiomi ADDRESS AeORJ6 PHONE 32.3-1300
.Y-z 0 C, V7
0 c'
LOCATION OF PROPERTY (ADDRESS) Z30th S.W. and Hwy 99 (address not issued)
LEGAL DESCRIPTION OF PROPERTY North Westerly portion of Lots 14 & 15
of Skelton's Lake McAleer 5 Acrts Tracts (approx. 1.69 acres).
Correct description of leased portion by Meyring'Sur—veyors,Inc. to
be submit -
To be completed by the Planning Division: Use Zone ted by
Legal description checked and approved by: . —Date: 2/24/84.
VICINITY SKETCH:
Example:
PLEASE SHOW BELOW A VICINITY SKETCH AS PER EXAMPLE,
INDICATING NORTH.
5V&JE3C1r
MOPERV
CONDITIONAL USE REQUESTED: Outdoor Storage use I
DETAILS OF PROPOSED USAGE: Retail Sales Office; sales and display,
of manufactured homes.
k. L, q,�-A qec. -Tpk CL4
97gnature of Appri—ca r or
Representative
RELEASE/HOLD HARMLESS AGREEMENT
The undersigned applicant, his heirs and assigns, in consideration for the
City processing.the application agrees to release, indemnify, defend and
hold the City of Edmonds harmless from anv and all damages and/or claims for
damages, including reasonable attorneys' fees., arising from anv action or
inaction of the City whenever such action or inaction is based in whole or
in part upon false, misleading or incomDlete information furnished by the
applicant, his agents or employees.
PERMISSION TO ENTER SUBJECT PROPERTY
The undersigned applicant grants his, her or its vermission for public
officials and the staff of the City of Edmonds to enter the subject
property for the purpose of*insDection and posting attendant to this
application.
�,��aO4 S-e C tL��
bipT%ture 01 APDlicant, %,ner or
Representative
0
ENVIRONMENTAL CHECKLIST
A. BACKGROUND
1. Name of Proponent Better Homes S . ys tems, iric
2. Address and Phone Number of Proponent 13550 Aurora Avenue North
Seattle, WA 98133 (2o6)367-7767
3. Date Checklist Submitted 2/16/1984
4. Agency Requiring Checklist City of Edmonds, Edmonds, Washington
5. Name of Proposal, if applicable NIA
6. Nature and Brief Description of Proposal (including but.not limited to
its size, general design elements, and other factors that will give an
accurate understanding of its scope and nature:
To improve and develop the property (1-691'�Acres) for use as
retail sales & display center for manufactured homes.
7. Location of Proposal (describe the physical setting of the proposal, as
well as the extent of the land area affected by any environmental im-
pacts, including any other information needed to give an accurate under-
standing of the environmental setting of the proposal):
The proposed site is located on Hwy 99 and 230th St. S.W.
.Edmonds, WA. The sit.e is presently unimproved, situated
in a developed business community. The proposed site for-.. -
development contains 1.69 acres; the site -is relativel—_
y
flat, with minimal growth ofhlow brush, weeds & unau-thorized
dump-L.Lis Uf Waste 111atentat.
8. Estimated Date for Completion of the Proposal 4/15/1984
9. List of all Permits,'Licenses, or Government Approvals Required for all
Proposal (federal, state, and local — including rezones):
City of Edmonds Conditional Use Permit (for outdoor storage)
Sign Permit, Building Permit, State of Washington
Manufactured Housing Dealer's License, City of Edmonds
Architectural Design Board Review & Approval. *
10. Do you have any plans for future additions, expansions, or further
activity related to or connected with this proposal? If yes, explain.
No.
11. Do you know of any plans by others which may affect the.property covered
by your proposal? If yes, explain.
No.
12. Attach any other application form that has been completed regarding the
proposal; if none has been completed, but is expected to be filed at
some future date, describe the nature of such application form:
Sip-n Permit. Architectural Design Board Review Application
-1-
B.
ENVIRONMENTAL IMPACTS (Explanations of all "ye§" and "maybe" answers are required).
YES MAYBE NO
1. Earth. Will the proposal result in:
a. Unstable earth conditions or in changes
in geologic substructures? V
b. Disruptions, displacements, compaction
or overcovering of the soil? V
c. Change in topography or ground surface
relief features? V/
d. The destruction, covering or modifica-
tion of any unique geologic or physical
features?
e. Any increase in wind or water erosion
of soils, either on or off the site?
_V
f. Changes in deposition or erosion of
beach sands, or changes in siltation,
deposition or erosion which may modify
the channel or a river or stream or the
bed of the ocean or any bay, inlet or
lake?
V
Explanation: A portion of site (fronting Hwy 99) will -
be graded
and graveled. Remainder of the site will be cleared
of existing
unwanted vegetation and waste material (unauthorized
dumping).
The evergreen trees on the site will be protected and incorporated
in the landscaping treatment.
2. Air. Will the proposal result in:
a. Air emissions or deterioration of
ambient air quality?
_V_
b. The creation of objectionable odors?
c. Alteration of air movement, moisture
or temperature, or any change in climate,
either locally or regionally?
V
Explanation: — NIA
3. Water. Will the proposal result in:
a. Changes in currents, or the course
or direction of water movements, in either
marine or fresh waters?
b. Changes in absorption rates, drainage
patterns, or the rate and amount of sur-
face water runoff?
&41
YES MAYBE NO
c. Alterations to the course or flow
of flood waters? V
d. Change in the amount of surface water
in any water body?
V/
e. Discharge into surface waters, or in
any alteration of surface water quality,
including but not limited to temperature,
dissolved oxygen or turbidity?
V
f. Alteration of the direction or rate
of flow of ground waters?
g. Change in the quantity of ground
waters, either through direct additions
or withdrawals, or through interception
of an aquifer by cuts or excavations?
h. Deterioration in ground water quality,
either through direct injection, or through
the seepage of leachate, phosphates, deter-
gents, waterborne -virus or bacteria, or
other substances into the ground waters? V
i.. Reduction in the amount of water
otherwise available for public water
supplies? V
Explanation:_N/A
4. Flora. Will the proposall result in:
a. Change in the diversity of species,
or numbers of any species of flora (in-
cluding trees, shrubs, grass, crops,
microflora and aquatic plants)?
b. Reduction of the numbers of any
unique, rare or endangered species
of flora?
c. Introduction of new species of
flora into an area, or in a.barrier
to the normal replenishment of exist-
ing species?
V
d. Recution in acreage of any agri-
cultural crop?
_V
Explanation : Existing growth of weeds
and low brushes will be
cleared. Landscaping treatment will
be used to upgrade the
site conditions.
-3-
0 0
1 5. Fauna. WIll the proposal result in: YES MAYBE NO
a. Changes in the diversity of species,
or numbers of any species of fauna (birds,
land animals including reptiles, fish and
shellfish, benthic organisms, insects or
microfauna)?
b. Reduction of the numbers of any
unique, rare or endangered species
of fauna?
c. Introduction of new species of
fauna into an area, or result in a
barrier to the migration or movement
of fauna?
V
d. Deterioration to existing fish or
wildlife habitat? V
Explanation:— NIA
6.
Noise. Will the proposal increase
existing noise levels?
V
Explanation:— NIA
7.
Light and Glare. Will the proposal
produce new li'ght or glare?
V
Explanation: Minimal amount of site security
lighting will be
installed, in addition to the lighted sign
in conformance with the
City of Edmonds requirements (Ch.20.60).
8.
Land Use. Will the proposal result
in the alteration of the present or
planned land use of an area?
-V
Explanation:— NIA
9.
Natural Resources. Will the proposal.
result in:
a. Increase in the rate of use of any
natural resource?
V
b. Depletion of any nonrenewable
natural resource?
V
Explanation: —N/A
-A-
YES MAYBE NO
10. Risk of Upset. Does the proposal involve
a risk of an explosion or release of hazard-
ous substances (including, but not limited
to, oil, pesticides, chemicals or radiation)
in.the event of an accident or upset condi-
tions?
Explanation: NIA
11. Population. Will the proposal alter the
location, distribution, density, or growth
rate of the human population of an area?
Explanation: NIzA
12.. Housing. Will the proposal affect existing
To—ising, or create a demand for additional
housing?
Explanation: N/A
13. Transportation/Circulation. Will the pro-
posal result in:
a. Generation of additional vehicular
movement?
b. Effects on existing parking facili-
ties, or demand for new parking?
c. Impact upon existing transportation
systems? _V
d. Alterations to present patterns of
circulation or movement of people and/or
goods?
e. Alterations to waterborne, rail or
air traffic? _V
f. Increase in traffic hazards to motor
vehicles, bicyclists or pedestrians?
Explanation:— On -site parking will be provided for customers. -Based
on present customer counts, a total of 12 stalls will be able to
accommodate the projected.parking needs. No significant increase
to the traffic counts on hwy 99 is anticipated.
-5-
YES MAYBE NO
14. Public Services. Will the proposal have
an effect upon, or result in a need for
new or altered -governmental services in
any of the following areas:
a. Fire protection?
b. Police protection? V
c. Schools? V
d. Parks or other -recreational
facilities?
e. Maintenance of public facilities,
including roads? V
f. Other governmental services? _V/
Explanation:_N/A
15. Energy. Will the proposal result in:
a. Use of substantial amounts of fuel
or energy? V
b. Demand upon existing sources of
energy, or require the development
of new sources of energy? V
Expl anation:_N/A
16. Utilities. Will the proposal result in
a neeTT6_r new systems or alterations to
the following utilities:
a. Power or natural gas? V
b. Communications systems? \I/
c. Water? V
d. Sewer or septic tanks?
e. Storm water drainage? V
f. Solid waste and disposal? V
Explanation:— Existing -systems- will be able to accommodate all
our utilities needs.
-6-
YES MAYBE NO
17. Human Health. Will the proposal result
in the creation of any health hazard or
potential health hazard (excluding
mental health)?
Explanation: N/A
18. Aesthetics. Will the proposal result
in t-he obstruction of any scenic vista
or view open to the public, or will the
proposal result in the'creation of an
aesthetically offensive site,open to
public view?
V
Explanation: Th,�, proposal will substantially
improve pr esent site
conditions.
19. Recreation. Will the proposal result
in an impact upon the quality or quan-
tity of existing recreational oppor-
tunities?
V/
Explanation: NIA
20. Archeological/Historical. Will the
proposal result in an i—Iteration of
a significant archeological or his-
torical site, structure, object or
building?
V
Explanation: NIA
C. SIGNATURE
I, the undersigned, state that to the best of my knowledge the above information is
true and complete. It is understood that the lead agency may withdraw any declaration
or non -significance that it might issue in reliance upon this checklist should there
be any willful misrepresentation or willful lack of full disclosure on my part.
%,&-�Avc
PROPONENT:
-7-
EXHISIT. f.
STAFF REPORT TO THE. KEARLNG EXAT41NER
FILE #CU-7-84
HEARING DATE: MARCH 15, 1984
1. REQUESTED ACTION:
Conditional use permi't for outdoor storage of manufactured homes. at
23005 H1ghway 99.
TT. APPLICANT/OWNER:
Applicant - Better Homes Systems, Inc.
18550Aurora Ave. N.
Seattle, WA 98133
Owner Wi'll Sh.iomi'
1032 S. Jackson
Seattle, WA 9810.4
11L. LEGAL DESCRIPTION:
See Exhib,it 3.
IV. STAFF FINDI'NGS AND CONCLUSIONS:
A. Description of the SubJect ProDertv and Surroundino Area
The subject property -is- 1.69 acres- lyi'ng directly southeas�t of
the tntersection of Hfghway 99 and 230th St. S.W'. It slopes
down about 5 to 10% from Highway 99 to the east. The site i's
presently undeveloped and covered with scrub brush.
Surrounding development is commercial to the west and south..
The areas immediately adjacent to the north and.east are un-
developed. Further to the east is a mix of single- and. multi-
family development.
B. Official Street Map Proposed R/W Existi'ng R/W
North 230th St. S.W. 601 501
West Highway 99 100, 1001
The Offi*cial Street Map indicates that a 10-foot dedicati'on is -
required.
Staff Report to the. H.eari'.ng Exami.ne.r
E'xhi,b.i*t l/Fi'le #CU-7-84
Page 2 .
C. Comprehensive Plan
The Comprehensive Poli,cy Plan Map desi.gnates the subject property
as commercial/bus-ines,s.
As conditioned, the proposed use should not be s-i.gnifi'cantly
inconsistnet with the purposies of the Comprehensive Plan.
D. Zoning Ordinance
The subject property,'as well as. the s-urrounding adjacent prop-
erti'es, is zoned CG.
As- condittoned, the proposed use.should not be significantly in
confli'c-t wi'th. the purpos-.es of the. CG zone or the Zoni'ng Ordi,'nance.
E.. Not Detrimental
As conditfoned, th.e proposed use s:hould not be significantly -
detrimental to the -public health., safety, or general welfare.
A declaration of nons.i-gni.fi.cance has been issued.
F. Transferability
The permit, should it -be granted, should not be transferab.le.
V. STAFF RECOMMENDATION:
It i.s the recommendation -of the.staff that CU-7-84 be approved,
subject to the f6llowi'ng conditions�
1. The driveway aprons on both Highway 99 and 230th St. S.W. must
be pay.ed from the edge of the existing.pavement back a dil . stance
of 25 feet.
2. S*i'dewalks, curb, and gutters wi'll be requi'red along -the H.i.ghway 99.
frontage.
3. The driveway I is to be signed one-way, with the exit to the north-
dts4gnated as right turn only.
4. A drainage plan may be required.
5. Fire lanes must be established that will provi.de acces-s to
within 150 feet of all areas that are occupted by structures.
6. A portable fire extinguisher must be provided in the offi.ce
area, minimum size 2, A-10, B:C dry chemical type..
4, .0
S:taff Report to the. Heari.ng Examiner
Exh-i-Iii.,t I/Fi'le #CU-7-84
Page 3
7. Comply wi.th,any Architectural Design Board requirements.
8. The.entrance�on 230th-St. S.W. ts� to be used for deTivery
of all homes to the s.ite.
9. Dedicate 10 feet along 230th.-St. S.R., as- required by th.e
Official Street Map.
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-EXHIBIT 9,*,
FILE # CU-7-84
FORM FOR (UMM/FINAL) DECLARATION OF (VIMMMUMONSIGNIFICANCE)
Description of proposal Conditional use permi't for outdoor storage_
of manufactured homes.
Proponent Better Homes Systems, Inc.
Location of Proposal 23005 H4ghway 9.9
Lead Agency, City of Edmonds
This proposal has been determined to (MVk/not have) a significant adverse
impact upon the environment. An EIS (AX/is not) required under
RCW.43.21C.030(2)(c). Th,is decision was made after review by the lead
agency of a completed environmental checklist and other information on
file with the lead agency.
Responsible Official Duane V. Bowman
Position/Title Assis.tant Ci:tylPlanner ,
Da te March. 8, 1984 Signature 11,&4W
C.E J Y E D
FINDINGS AND DECISION R 0
OF THE HEARING EXAMINER OF THE
CITY OF EDMONDS
C11Y OF �EDIWO ' Nq$
IN THE MATTER OF THE APPLICATION FILE: CU-7-84
OF BETTER HOMES SYSTEMS, INC. FOR
APPROVAL OF A CONDITIONAL USE PERMIT
DECISION: The conditional use permit is granted
subject to the conditions listed.
INTRODUCTION
Better Homes Systems, Inc., 13550 Aurora Avenue North, Seattle,
Washington, 98133, and hereinafter referred to as Applicant,
has requested approval of a conditional use permit for outdoor
storage of manufactured homes at 23005 Highway 99, Edmonds,
Washington,,.and more particularly described as set forth in
Exhibit 3 attached hereto.
Ahearing on the request was held before the Hearing Examiner
of the City of Edmonds, Washington, on March 15, 1984.
At the hearing public testimony was presented by:
Duane Bowman
Planning Dept.
City of Edmonds
Edmonds, WA 98020
Mike Woldman
13550 Aurora Ave. No.
Seattle, WA 98133
The following exhibits were presented and admitted at the
hearing:
Exhibit
1
- Staff Report
11
2
- Application
if
3
- Legal Description.
If
4
- Site Plan
if
5
- Sign and Cross Section Drawing
It
6
- Landscape Plan
to
7
- Typical Home Plans
it
8
- Photographs
it
9
- Negative Declaration
it
10
- Quit Claim Deed (submitted after the
hearing)
After due consideration of the evidence presented by the Applicant;
evidence elicited during the public hearing; and, as a result of
the personal inspection of the subject property and surrounding
areas by the Hearing Examiner, the following findings of fact
and conclusions constitute the basis of the decision of the
Hearing Examiner.
FINDINGS OF FACT
1. The application is for a conditional use�permit for outdoor
storage of manufactured homes at property located'at 23005
Highway 99, Edmonds, Washington, and more particularly
Findings * and De*on of the
Hearing Examiner of the City of Edmonds
Re: CU-7-84
Page 2
described as set forth on the attached Exhibit 3.
2. The subject property is 1.69 acres of land that is 1-ocated
directly southeast of the intersection of Highway 99 and
230th Street S.W. The land slopes in an easterly direction
at a 5 to 10% grade'. The site.is undeveloped and is covered
with scrub brush.
3. Development of the surrounding properties include the
followihg:
West and South: Commercial
North and East,: Undeveloped
4. It is the intent of the Applicant to use the subject pro-
perty as a storage and -showing area for model homes. The
model homes will be displayed on the site and they will
be furnished, decorated and landscaped. There will be
no permanent foundations for the model homes.
5. The site will be gravel and attempts to,k.eep it in its
naturalstate will be made. No asphalt will be used.
6. In order for a conditional use permit to be granted in the
City of Edmonds, the criteria as set forth in Section
20.05.010 of the Edmonds Community Development Code must.
be adhered to. These criteria include:
A. The proposed use must be consistent with the Com-
prehensIve Plan of the City of Edmonds;
B. The proposed use in its 'location must be consistent
with the purposes of the zoning ordinance in which
the property is located; and,
C. The proposed use must not be significantly detrimental
to the public health, safety or welfare, nor injurious
to nearby private properties or improvements.
7. The subject property is zoned General Commercial (CG).
The surrounding properties are also zoned CG.
8. The property fronts on Highway 99. There'is sufficient
right_ of way on.' Highway 99 for the development of this
property. The property also borders 230th Street S.W.
The proposed right -of way for this street is 60 feet.
The existing right of way is 50 feet. Thus, in order to
develop the property, it is imperative that the owner of
the subject property dedicate 10 feet of right of way.
9. The Comprehensive Policy Plan Map of the City of Edmonds
designates the subject property as Commercial/Busiiness.
Findings and De on o± the
Hearing Examine* the City of Edmonds 48
Re: CU-7-84
Page 3
10. The proposed use will not be significantly detrimental to
the public health, safety or general welfare.
11. Pursuant to the State Environmental Policy Act a declaration
of non -significance has been issued for the subject property.
12. The -Applicant is not the owner of the subject property. The
owner of the subject property has joined in with the requested
conditional use permit.
13. The Planning Department of the City of Edmonds has recommended
approval of the conditional use permit subject to the fol-
lowing conditions:
1. The driveway aprons on both Highway 99 and 230th Street
S.W. must be paved from the edge -of the existing pave-
ment back a distance of 25 feet.
2. Sidewalks, curb,,and gutters will be required along
the Highway' 99 frontage.
3. The driveway is to be signed one-way, with the exit:
to the north designated as right turn only.
4. A drainage plan may be required.
5. Fire lanes must be established that will provide access
.to within 150 feet of all areas that are occupied by
structures.
6. A portable fire extinguisher must be provided in the
office area, minimum size 2, A-10, B:C dry chemical
type.
7. Comply with any Architectural Design Board,requirements.
8. The entrance on 230th Street S.W. is to be used for
delivery of all homes.to the site.
9. Dedicate 10 feet along 230th Street S.W., as required
by the Official Street Map.
14. The Architectural Design Board of the City of Edmonds ap-
proved the application of the Applicants on March 7, 1984.
Conditions of approval were made.
15. On March 20, 1984, the owner of the subject property dedi-
cated 10 feet along 230th Street S.W. as required by the
Official Street Map of the City of Edmonds.
16. Significant landscaping will occur along Highway.99 and
along 230th Street S.W.. This landscaping will minimize
any*'visual impacts the proposed project may have on the
Findings and D�e CO- on of the
Hearing Examiner of the City of Edmonds
Re: CU-7-84
Page 4
surrounding area.
17. No adverse testimony was received in this matter.
CONCLUSIONS
1. The application is for the approval of a conditional use
permit for outdoor storage of manufactured homes at
23005 Highway 99, Edmonds, Washington, and more parti-
cularly described as set forth on the attached Exhibit 3.
2. The criteria as set forth in Section 20.05.010 of the
Edmonds Community Development Code has been met by the
application.
3. With conditions for access and for curbs, gutters and
sidewalks the proposed conditional use permit will not
be in conflict with the zoning ordinances of the City
of Edmonds and in particular the CG zones.
4. The requested conditional use permit is consistent with
the Comprehensive Policy Plan Map of the City of Edmonds
in that it satisfies the criteria for a commercial busi-
ness in a CG zone. Further, the project,with.proper
landscapinglis based on a design principal that will
assure the . visual quality and aesthetic harmony of the
community and Highway 99.
5. The proposed conditional use permit will not be detrimental
to the public health, safety or welfare.
6. The conditional use permit should not be transferable.
7. The Planning Department of the City of Edmonds has recom-
mended approval of the conditional use permit subject to
the conditions as set forth in finding #13.
DECISION
Based upon the preceding findings of fact and conclusions; the
testimony and evidence submitted at the public hearing; and,
upon the impressions of the Hearing Examiner at.a site view,
it is hereby ordered that the requested conditional use permit
be granted. The specific request is a conditional use permit
for outdoor storage of manufactured homes at 23005 Highway 99,
Edmonds, Washington, and is granted subject to the following
conditions:
1. The driveway aprons on both Highway 99 and 230th Street S.W.
must be paved from'the edge of the existing pavement for
a distance of 25 feet.
Findings and De 19on h of the
Hearing Examiner t e City of Edmonds
Re: CU-7-84
Page 5
2. The Applicant shall be required to install sidewalks, curb,
and gutters along the Highway 99 frontage.
3. The driveway is to be a one-way road. The entrance to the
driveway will be off 230th Street and will exit onto
Highway 99. At Highway 99. only a right turn will be
allowed. This traffic circulation is to be clearly signed.
4. Upon a determination of the City Engineer of the City of
Edmonds a drainage plan for the subject property may be
required.
5. Fire lanes must be established that will provide access to
within 150 feet of all areas that will be occupied by
structures.
6. A portable fire extinguisher must be provided in the office
.area, minimum size 2, A-10, B:C dry chemical type.
7. the Applicant is to comply with all Architectural Design
Board conditions as set forth in the approval of March 7, 1984.
8. The entrance on 230th Street S.W. is to be used for the
delivery of all homes to the site. No delivery will be
allowed off Highway P9.
9. The Applicant is to dedicate 10 feet along 230th Street S.W.
as right of way for 230th Street S.W.
10. The conditional use permit is not transferable.
Entered this 28th day of March, 1984, pursuant to the authority
granted the Hearing Examiner under Chapter 20.100 of the Com-
munity Development Code of the City of Edmonds.
ZAMEP M. DRISCOLL
HeaJing Examiner
10
Findings and Decision of the
Hearing Examiner of the City of Edmonds
Re: CU-7-84
Page 6
NOTICE OF RIGHT TO APPEAL
Written appeals alleging specific error of fact or other grounds
for appeal may be filed with the Planning Department, City of
Edmonds, Civic Center, Edmonds, Washington, 98020, within
fourteen (14) days of the date of the Hearing Examiner's final
action.
In this matter, any appeal must be received by the Department
prior to 5:00 p.m. on April 11, 1984.
.f&
AUTHORIZATION TO SOLICIT BIDS FOR RENOVATION OF WADE JAMES THEATER
LItem (E) on Consent AgendaJ
Councilmember Jaech asked if the funds for this project were budgeted. City Engineer
Jim Adams replied that HUD block grant funds were being used. In response to a
question from Councilmember Kasper, Me. Adams said the architectural plans should be
completed by Wednesday, April 11, and would be available in his office for review any
time after that. Planning Director Mary Lou Block said the improvements included
paving the parking lot and handicapped ramps, restrooms and seating. COUNCILMEMBER
MOTION: JAECH MOVED, SECONDED BY COUNCILMEMBER KASPER, TO AUTHORIZE SOLICITATION OF BIDS FOR
RENOVATION OF WADE JAMES THEATER. MOTION CARRIED.
ACCEPTANCE OF QUIT CLAIM DEED FOR RIGHT-OF-WAY (SHIOMIICHINN)
rI_t_em_rFT`on Consent AgendaJ
Councilmember Jaech realized this item is required by the Official Street Map, but
asked what CU-7-84 involved. Ms. Block said CU-7-84 is a conditional use permit for
use of property on Highway 99 for a trailer sales yard -and the outdoor storage
requires a conditional use permit. In response to further questions, Ms. Block
explained that these rights -of -way are required bythe Official Street Map and are
returned to the property owner if the Official Street Map is amended, the street is
officially narrowed and excess right-of-way results. COUNCILMEMBER JAECH MOVED,
MOTION: SECONDED BY COUNCILMEMBER KASPER, TO ACCEPT QUIT CLAIM DEED FOR RIGHT-OF-WAY (SHIOMI/
CHINN). MOTION CARRIED.
AUTHORIZATION TO ADVERTISE FOR PURCHASE OF LADDER TRUCK ($26,000)
LItem (H) on Consent AgenKaT
In response to a question from Councilmember Jaech, Acting Public Works Superintend-
ent Bobby Mills explained that funds for replacement of vehicles have been set
aside. Currently there is $16,000*-budgeted in 1984 and $11,000 in the B Fund for
purchase of this vehicle. Mr. Mills responded to questions from Councilmember Kasper
and Wilson explaining that the present vehicle was purchased used in 1964 and has
been used only for emergency purposes to prolong its useful life. A new truck would
be used for various activities in addition to changing of.traffic signal lights, such
as last year's repair of the grandstand, trimming tree limbs in the City parks,
installation of banners for special events, etc. He said the only other truck of
this type is owned by Snohomish County. Mr. Mills said he had investigated the
possibility ofobtaining a used truck but the only ones available cost close to
$20,000. He added that the present truck would be traded in or sold upon purchase of
a new truck. COUNCILMEMBER JAECH MOVED, SECONDED BY COUNCILMEMBER WILSON, TO AUTHORIZE
MOTION: ADVERTISIN ' G FOR PURCHASE OF A LADDER TRUCK. A roll call vote was taken: Council -
members Jaech, Wilson, Ostrom, and Dwyer voting yes; Councilmembers Nordquist and
Kasper voting no. MOTION CARRIED.
PROPOSED RESOLUTION OF INTENTION 263 SETTING HEARING DATE FOR CREATION OF LID TO
FUND WATER LOOP IN AREA OF EDMONDS WATERFRONT r1tem (J) on Consent Agenda]
City Attorney Mark Eames explained that two exhibits were missing from this item
which were required by the State. Therefore the Resolution could not be passed this
evening. COUNCILMEMBER JAECH MOVED, SECONDED BY COUNCILMEMBER KASPER, TO MOVE THIS
MOTION: ITEM TO THE APRIL 17 CONSENT AGENDA. MOTION CARRIED.
ION OF PLANNING BOARD RECOMMENDATION AND PROPOSED ORDINANCE 2424 REMOVING THE
REMENT THAT CONDITIONAL USES IN RM ZONES BE LOCATED ON ARTERIAL STREETS (CDC-4-
Item (K) on Consent Aaendal
Councilmember Kasper asked if the State were the only agency that could approve
arterial designations. Or. Adams replied that the City recommends arterial desig-
nations and the State approves and prints them. Councilmember Kasper commented that
the criteria for arterials as set by the State are not always adequate since 76th
Ave. W. is not designated as an arterial. COUNCILMEMBER.KASPER MOVED, SECONDED BY
MOTION: COUNCILMEMBER NORDQUIST, TO ADOPT PLANNING BOARD RECOMMENDATION AND ORDINANCE 2424
REMOVING THE REQUIREMENT -THAT CONDITIONAL USES IN RM ZONES BE LOCATED ON ARTERIAL
STREETS. MOTION CARRIED.
Councilmember Nordquist raised a point of order regarding -an item not on the agenda
concerning traffic through the Neadowdale construction and asked the Council to place
this item on the agenda during the Council portion. The Council agreed.
EDMONDS CITY COUNCIL MINUTES
Page 2 - April 10, 1984
-6gT FILE
JRR Engineering, Inc.
16030 52nd Ave. W.
Edmonds, WA 98026-4724
(425) 787-6020
RF.CEIVED
APR 2 6 UD
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
Client:
Northwest Foundations
Project Location:
Edmonds, WA
P.O. Box 12867
Mill Creek, WA 98082
1(425) 483-2245
Scope:
Structural Calculations for Detention Vault
Code:
1997 UBC
ACI 318-95/316R.95
Live Loads:
HS 25-44
Traffic load
II
I
Dead Loads:
Roof Load: 106 psf (Precast Planks by Concrete Tech.)
Soil Weigh, y: 140 pcf
Concrete Weight, y: 150 pcf
Water, y, 62.4 pcf
I
Soil Values per Geotech
Consu
Itants, Inc.:
Soil Bearing:
4000 psf (Geotech to veri i7y)L
Active Equivalent Fluid Pressure: 35 psf I
At -Rest Equivalent Fluid Pressure: 35-psf,+ 10 psf ht of wall
Passive Equivalent Fluid Pressure: 300 psf
Soil Weigh, y: 140 pcf
Friction,,It: 0.5 1
Prepared by: AMR
Checked by: RKR
Project Name Armadillo YAult
)00
Project No. 00 - 01A 3/23/2000 Page 1
or- 10
ENqiNEERiNq & PIANNiNq SERViCES
16030 52nd Avenue West. e Edmonds, WA 98026-4724
(425) 745-1766 e Fax (425) 742-5221
Project Name- WW li::7 D-1 - N-ZMA,-DlkLlC--, \J A 0 I-T No.- 00 -C) I X
Sheet a of 10
ENqiNEERiNq & PtANNiNq SEROCES
16030 52nd Avenue West * Edmonds, WA 98026-4724
(425) 745-1766 9 Fax (425) 742-5221
Project Name: Ow X'ZMkVlLL-0 '�kQL:r — No.:
Sheet 3 of I C)
ENqiNEERiNq & P[ANNiNq SERViCES
16030 52nd Avenue West. a Edmonds, WA 98026-4724
(425) 745-1766 * Fax (425) 742-5221
ProjeCt Name: WVJ 5:-pM kVMkIDILLQ \jPl\)\--r No.: 60- 01
Sheet Ll of A 0
ENqiNEERiNq & PIANNiNq SEROCES
16030 52nd Avenue West. e Edmonds, WA 98026-4724
(425) 745-1766 9 Fax (425) 742-5221
Project Name: OA Al'RMkV"-L-R \J P%a I-T - No.: Q 0 - C)A N
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12
a 0. -3 i5
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sheet S of I D -
A31rJZ2
ENqiNEERiNq & PIANNiNq SERViCES
16030 52nd Avenue West. * Edmonds, WA 98026-4724
(425) 745-1766 e Fax (425) 742-5221
ProjeCt Name: J�NVVANt�IL.1,0 PQ L-T No.:
Sheet (0 of 10
AM4r2Oe&='jrlz4
ENCjiNEERiNq & PIANNiNq SEROCES
16030 52nd Avenue West -9 Edmonds, WA 98026-4724
(425) 745-1766 9 Fax (425) 742-5221
ProjeCt Name: �A\rd 7i> vA - NR&A k-D i t��g \/ k\j �--T — No.: 0c) - 0 1 )S'
Sheet r7 of 1 0
MIrlimeezubmt
ENqiNEERiNq & PIANNiNq SEROCES
16030 52nd Avenue West. * Edmonds, WA 98026-4724
(425) 745-1766 -P Fax (425) 742-5221
ProjeCt Name: hl W P�\T-mNml%o-o '� kOL-T - No.: CD 0
Sheet 8 of 10
ar*JR )MX'jM4e&='jrjbM*
ENqiNEERiNq & PIANNiNq SERViCES
16030 52nd Avenue West * Edmonds, WA 98026-4724
(425) 745-1766 * Fax (425) 742-5221
ProjeCt Name: 1�\Pj W-DW - NZ'4k'C>ALJ-O \J A, 0 UT No.: 0 0 - 0 1 [-\
Sheet 9 of I D
ENqiNEERiNq & PIANNiNq SEROCES
16030 52nd Avenue West. a Edmonds, WA 98026-4724
(425) 745-1766 * Fax (425) 742-5221
Project Name: ll�'tJ 'Povl - ��mktwao \j t�wL-7 No.: 00 -0
Sheet 10 of 10
�t'r? , . 1 S () 13
CITY OF EDMONDS
121 5TH AVENUE NORTH - EDMONDS, WA 98020 - (425) 771-0220 - FAX (425) 771-0221
DEVELOPMENT SERVICES DEPARTMENT
Planning - Building - Engineering
April 10, 2000
Mr. Ray Miller, PE
Group Four, Inc.
16030 Juanita -Woodinville Way NE
Bothell, WA 98011
GARY HAAKENSON
MAYOR
SUBJECT: Proposed Grading for Shiomi Investments at 23005 SR99, (PC 00-128)
Dear Mr. Miller,
The Engineering Division reviewed your civil site design. The review team notes the
following revisions/corrections. Please contact the review team member directly for
questions regarding his comments.
Storm Drainage — Don Fiene. Hydraulics Engineer at 025) 771-0220. Ext. 323
Provide sequence of construction notes on sheet 1/2.
Add verbatim notes on stabilization of exposed soils.
0 Add other notes as indicated.
When the revisions are complete, please return the attached redlined plans, together with
three sets of revised plans, for construction approval. If you have any other questions, do
not hesitate to contact me at (425) 775-7744.
Sincerely,
�21n� C. HYDE
Development Services Engineer
GCH/cmc
Enclosure
c: DST
R:\ENGR\CiORDY\Shiomigrading.DOC Incorporated August 11, 1890
Sister Citv - Hekinan. Janan
City. of Edmond*
RIGHT-OF-WAY CONSTRUCTION
PERMIT Permit Number. -00
Issue Date:
A. Address or Vicinity of Construction: 23005 Hwy It
GTE to e, and maintain a buried vice
Place, operat
go . 199 B. Type of Work (be specific): wire from existing pole #T261 located at corner of
Hwy 99 & 230th St. SW then South east to a residence at 23005 Hwy 99. to plow
140 feet, ush no driveway, And pigh no road- R-n.W- Fnnfaqp 9n fomi-_
GTE Northwest IncorporAed
C. Contractor: Marilyn Holmgren, Permit CoordinatcCoontact: Dennis Alexander 206/771-9036 mobile 388-1358
2312C W. Casino Road
Mailing Address: FyArgat-4- WA 9A9n1L-1hhn Phone: Marilyn 206/710-0786
State License #:
Liability Insurance: Bond: $
D. Building Permit # (if applicable): Side Sewer Permit # (if applicable):
E. E] Commercial E3 Subdivision El City Project E3 Utility (PUD, GTE, WNG, CABLE, WATER)
Multi -Family E] Single Family Other 2100-tPOOlDb 242310
INSPECTOR: INSPECTOR: �Q
F. Pavement or Concrete Cut 0 Yes [9No G. Size of Cut: x H.
�
P.ljuse.aee. attached ske
APPLICANT TO READ AND SIGN
INDEMNITY. Applicant understands and by his signature to this application, agrees to hold the City ofEdmondg harmless from injuries, damages, or
claims of any kind or description whatsoever, foreseen or unforeseen, that may be made ajainst the City of Edmonks, oi- any ofit# departments or
employees, including or not limited to the defense ofany legalproceedings including defense cosi�, and attorney fees by reason ofgrandng thispermit.
THE CONTRACTOR IS RESPONSIBLE FOR WORKMANSHIP AND MATERIALS FOR A PERIOD OF ONE YEAR FOLLOWING THE FINAL
INSPECTION AND ACCEPTANCE OF THE WORK ESTIMATED RESTORATION FEES WILL BE HELD UNTIL THE FINAL STREET PATCH
IS COMPLETED BY CITY FORCES, AT WHICH TIMEA DEBIT OR CREDIT WILL BEPROCESSED FOR ISSUANCE TO THE APPLICANT.
Construction drawing of proposed work required with permit application.
A 24 hour notice is required for inspection; Please call the Engineering Division, 771-0220.
Work and material is to be inspected during progress and at completion.
Restoration is to be in accordance with City Codes.
Street shall be kept clean at all times.
'1!raffic Control and Public Safety shall be in accordance with City regulations as required by the City Engineer.
All street cut ditches shall be patched with asphalt or City approved material prior to the end of the working day;
NO EXCEPTIONS.
Ihave read the above statements and understand thepermit requirements and thepink copyof thepermit willbe
available on si 11 ' s o * spection purposes.
: t John H. Stewart January 8, 1997
Signature Date:
Jg1?jft6f"tor Agent) bec mgr-ACcess Design
CALL DIAL -A -DIG PRIOR TO BEGINNING WORK
FnR CITY I TSE ONLY
APPROVED BY:
TIME AUTHORIZED: VOID AFTER DAYS
SPECIAL CONDITIONS:
COMMENTS:
DATE:
RIGHT� OF -WAY DEPOSIT
DISRUPTION FEE/F`UND- Ill:
RESTORATION FEE:
PERMIT FEE:
TOTAL,FEE:
RECEIPT'FEE:
ISSUED BY:
NO WORK SHALL BEGIN PRIOR TO PERMIT ISSUANCE
Eng. Div. 1994
a
a
FIELD INSPECTION NOTES
Comments:
Diagram.:
CONTRACTOR CALLED FOR INSPECTION
Partial Work Inspection by P.W.:
Work Disapproved By:
FINAL APPROVAL BY:
(Fund 111 - Roxite copy to Street Dept.)
El YES
Date:
Date:
1:1 NO
-1
I
IR
A
PERMIT SUBMITTED BY
GTE
-----------------------------
Qlz
LEGEND
PEDS 0
POLES 0
ROAD BORES
OVERHEAD LINES
I.D.LITILITY POTHOLE CD
UG TRENCHING ---UGT—
I
k
- - - - - - - - - - - - - - - - - - - - - - - - - - - -
13 0 ST -5 UJ
-------------- -------------
R.O. W -
EOP
A--------------
Mv t WWI
qv
THE FOLLOWING INFO TO BE PROVIDED m
RIGHT OF WAY LINES.EOP OR FACE OF CURB, EXISTING SIDEWALK, J'OLES, ROAD CUTS AND THE UTILITY UNDER ROAD CUTS,
ABOVE GROUND FACILITIES,(le:) PEDS,BDXES.CABINETS, ETC..UNDERGROUND TRENCHI.%4G AND OVERHEAD LINES.
A. I
0
0
a'o
I �i
.14
00
M
m
3
CITY OF EDMONDS
250 5th AVE. N. e EDMONDS, WASHINGTON 98020 * (206) 771-3202
COMMUNITY SERVICES
January 14, 1987
J. Michael Woldman
Better Homes Systems, Inc.
�--23005�::Hfghway -99
Edmonds, Wa 98020
Dear Mr. Woldman,
"TREET FILE
0
LARRY S. NAUGHTEN
MAYOR
PETER E. HAHN
DIRECTOR
On December 31, 1986, this office sent you a letter requesting that you
obtain a fill permit for material placed on the above mentioned
property without obtaining proper permits. We requested that you have
your engineer come in with grading and erosion control plans to apply
for the permit by Friday, January 9. No permit has been filed to date.
Again, we are requesting that you have your engineer come in and apply
for the fill permit. Information required for the permit is summarized
in our December 31, 1986 letter, a copy of which is attached. Please
have your engineer apply for the permit by Friday, January 23, 1987.
If you or your engineer have any specific questions about information
required for the permit, please call Jerry Hauth of the Engineering
Division at 771-3202.
You are hereby informed that if you fail to comply by making.
application for the fill permit by January 23, this matter will be
turned over to the City Attorney for legal action.
Sincerely,
e'Y'1 Z.
Leigh Francis
Code Enforcement Technician
cc: Jerry Hauth
Jeannine Graf
Wilce Shiomi
PUBLIC WORKS 0 PLANNING 0 PARKS AND RECREATION 0 ENGINEERING
t.
CITY OF EDMONDS
D"NEW
ADDITION
RETIREMENT
Proper ' ty of - ASSET INFORMATION SHEET
CITY OF EDMONDS
04423 ASSET NO.
ADDITION TO ASSET NO.
DESCRIPTION
SERIAL NO.
ft�
LOCATION nX,�
"PURCHASE ORDER NO. -
PURCHASE ORDER DATE
COST
B.A.R.S. ACCOUNT NO.
ESTIMATED LIFE
INITIATED BY
DATE
*PROJECT NUMBER
PROJECT COMPLETION DATE
COST -74
APPROVED BY
"SUBMIT ASSET INFORMATION SHEET WITH FINAL PAYMENT REQUEST
*SUBMI T ASSET INFORMATION SHEET UPON CLOSE OF PROJECT
ACCOUNTING ONLY
R/DEPRECIATE
MONTHLY DEPRECIATION AMOUNT
ANNUAL DEPRECIATION AMOUNT -
G.L. ENTRY
REFERENCE
DATE
VERIFIED BY
PROCESSED
BATCH NO., -
INITIAL
(�np
DEPARTMENT FILE
CITY OF EDMONDS LARRY S. NAUGHTEN
MAYOR
250 - 5th AVE. N. - EDMONDS. WASHINGTON 98020 - (206) 771-3202
OFFICE OF THE CITY ENGINEER
June 13, 1984
Mr. Max Meyring
Meyring & Associates, Inc.
23423 Highway 99
Edmonds, WA 98020
Dear Max:
SUBJECT: REQUEST FOR WAIVER OF DRAINAGE OIL
SEPARATORS FOR BETTER HOMES, INC. AT
230TH & HIGHWAY 99
We have considered your reevaluation of the need for
the drainage basin oil separator for Better Homes, Inc.
We shall not require the system to be completed at
this time, but will continue to monitor it. After six
months, we shall recontact your office and at that time
make a further determination of its need.
Sincerely,
jJA S E. ADAMS, P.E.
C1 En;gilrneer
DS/ml
SMITH D7
CITY OF EDMONDS
APPLICATION
to the
ARCHITECTURAL DESIGN BOARD
OWNER/REPRESENTATIVE
DATE A FILE., # J
SITE PLAN
BUILDING PLANS (3): ELEVATIONS
LANDSCAPE PLAN
ENVIRONMENTAL DATA RECEIPT #
SIGN EXHIBITS VF'EE >-�/C,�ECPT #
PLAN MODIFICATIONS TO FILE NUMBER:
�rHEARING DATE 2z-)-zV-y
1-A 'Ac! 6
r- re. e7— ky 0 "-s' 2' S PHONE 3
ADDRESS- a 3o T-ff 4- 'Y-�Z f � LA94 ZIP CODE.
ARCHITECT/DESIGNER
PROPERTY ADDRESS
LEGAL DESCRIPTION
AT 9
-4- ? 9 J5 o~i-P S
PLANS SUBMITTED FOR APPROVAL:
PHONE
'& 0,�,95 - #1� /a Yf,/ Z 0 N I N G
-1. Building Plans - Preliminary Final
Site Plan Landscape Plan Elevations
2. Sign Elevations .21 Site Plan Land"scape Plan_
3. Modification of previous approval - A ip 1�) - oPJ Lq �TA OeoL- /3,7^ it 0
1; 1- o.2 a
EXISTING USE OF PROPERTY r-Ifs
DESCRIPTION OF PROPOSAL /2 0-2 A /J C rL flo C'..' Ae-1 r'T t', � ry
1) 13 T-0 Fsietsre" Pel-eS :FjtoCr—Q-7—
APPROXIMATE DATE WORK WILL BEGIN ON PROJECT J-LLy
ESTIMATED TIME FOR COMPLETION OF WORK %7—LA Ly /S-7!4�
RELF-ASE/HOLD HARMLESS AGREEMENT: The * undersigned applicant, his heirs and assigns, in
consideration for the City processing the application agrees to release, indemnify, defend and
hold the City of Edmonds harmless from any and all damages and/or claims for damages, .
including reasonable attorneys; fees, arising from any action or inaction of the City whenever
such action or inaction is based in whole or in part upon false, misleading or incomplete
information furnished by the applicant, his agents or employees.
PERMISSION TO ENTER SUBJECT PROPERTY: The undersigned applicant grants his, her or its per-
mission for public officials and the staff of the City of Edmonds to enter the subject
property for the purpose of inspection and posting attendant to this application.
(Sign4Lre 6f Applicant)
WHITELEY JACOBSEN AND ASSOCIATES
ARCHITECTURE ENGINEERING PLANNING
2118 Third Avenue
Seattle, Washington 98121
(206) 623-0331
31 July 1984
Mr. Hal Reeves
Building Department
Edmonds Civic Center
250 Fifth North
Edmonds, WA 98020
Re: Sign Support for Addition of Second
51 x 101 Reader Board for Better Homes
Achitect: Paul Z. Wu
Engineer: V.L. Lindberg, P.E.
Dear Mr. Reeves:
8422
We have reviewed the structural calculations on the subject sign addition and
the support provided by the existing column and foundation and do not take any
exception to the design as presented. -
Very truly yours,
W J A
Architects, Engineers, Planners
H
Jack . Whiteley, P.
President
I
WHITELEY JACOBSEN AND ASSOCIATES
ARCHITECTURE ENGINEERING PLANNING
2118 Third Avenue
Seattle, Washington 98121
(206) 623-0331
10 April 1984
Mr. Hal Reeves
Building Department
Edmonds Civic Center
250 Fifth North
Edmonds, WA 98020
Re: City of Edmonds
Sign Support - Better Hcmes
Architect: Paul Z. Wu
Engineer: V.L. Lindberg, P.E.
Dear Mr. Reeves:
Go -
8422
We have reviewed the structural calculations and analysis on the subject sign
support and do not take any exception to the design as presented. *
Very truly yours,
W J A
Architects, Engineers Planners
/,..'Jack H. Whiteley, P.E.
President
V.L, LIN015P,'14 MANNINI&I
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Acr-omoPA-Y'C' AN ADDI-r(oN14-L I'NcRF-ASr:-. IN
AR-IFA IF- DF-SIREP.
N�O VA - TECH ENGINEERING
, INC.
115 - 2nd AVENUE NORTH, EDMONDS. WASH. 98020-3101
VERNE L LINDBERG
Registered Engineer
Bus. (206) 775-4469
Res. (206) 337-3853
L- L
w
089 5
QlSTf-
ZONA
CITY OF EDMONDS LARRY S. NAUGHTEN
MAYOR
250 5th AVE. N. * EDMONDS, WASHINGTON 98020 - (206) 771-3202
BUILDING DIVISION
May 24th, 1985
Better Home Systems, Inc.
13550 Aurora Avenue North
Seattle, Washington
RE: Performance Bond
.23005 Highway 99
Edmonds, Washington
Bond Amount $9,200..
Permit #840173
The City of Edmonds hereby releasesthe performance
bond in the amount of $9,200 for work completed
at 23005 Highway 99 in Edmonds. The project has
been completed to the satisfaction of the City.
- Z'-t�
Jeannine L. G=
t6 _-7
Permit Coordinat r
Enclosure
ja
0
0
'Better Hofaes
13550 Aurora Ave. N. Systerns, Inc.
Seattle, Washington 98133
King Co. 367-7766
Snohoniish Co. 259-0555
CUSTOMER
Better Homes Systems, Inc.
13550 Aurora Ave. North
eattle. Washin2ton 98133
0 IN'VOICE,
INVOICE NO.
DAT E
ACCOUNT NO.
YOUR P.O. NUMBER
TERMS
SHIP VIA
FOB
SALESMAN
OTY.
UNIT
DESCRIPTION
UNIT
PRICE
AMOUNT
2
Pave aprons on Hwy 99 as per drawing
f3
Q� 0
1
One on 230th Street as per drawing
1
Install curbs, outters, and 5' sidewalk along Hwy 99
on property line as per drawing
1
Clear and gravel site as per drawing
0
G
1
Plant shrubs and grass as per landscape plans
'3,6 0 C%
0
PLEASE PAY FROM THIS INVOICE
SUB TOTAL
TAX
TOTAL
PIPF.,m- 116
BeaerH S
1 13550 Aurorma Afv 4'
Seattle, Washington 98133
King Co'367-7766
Snohofftish Co. 259-0555
CUSTOMER
Better Homes Systems, Inc.
13550 Aurora Ave. North
Seattle, Washington 98133
INVOICE
VOICE NO.
DAT E
ACCOUNT NO.
YOUR P.0 NUMBER
TERMS
SHIP VIA
FOB
SALESMAN
OTY. UNIT DESCRIPTION UNIT AMOUNT
PRICE
2 Pave aprons on Hwy 99 as per drawing r3 lb C3
1 One on 230th Street as per drawing �&
1 Install curbs, gutters, and 5' sidewalk along Hwy 99
on property line as per drawing I&C
I Clear and gravel site as per drawing
1 Plant shrubs and grass as per landscape plans
T t)�'
PLEASE PAY FROM THIS INVOICE IS* 9 0c)
SUBTOTAL
TAX
TOTAL
PIPF-e 116
D
S
A,,s TEYRiNq
SS(
SSOCIATES, INC.
(206) 778-3101
23423 Highway 99 Edmonds, WA 98020
P.O. Box 32 Lynnwood, WA 98036
The following represents the property on 230th SW and Highway 99,
per the attached sketch.
Parcel A
All that portion of Tract 14, plat of Skelton's Lake McAleer 5 Acre
Tracts, per the plat as recorded in Volume 6 of Plats, page 21, records
of Snohomish County, Washington, described as follows:
Beginning at the intersection of the East line thereof and the Easterly
margin of the Old U.S. 99 Highway;
thence S 0*44'38" E along said East line, a distance of 218.01 feet;
thence N 64*16' W along a course thatis perpendicular to the said
Easterly margin of old U.S. 99, a distance of 97.20 feet to a point on
said Easterly margin;
thence along said Easterly margin N 25*44' E, a distance of 195.14
feet to the Point of Beginning.
Parcel R
All that portion of Tract 15, plat of Skelton's Lake McAleer 5 Acre
Tracts, per the plat as recorded in Volume 6 of Plats, page 21, records
of Snohomish County, Washington, described as follows:
Beginning at the intersection of the North line thereof and the Easterly
margin of the Old U.S. 99 Highway;
thence along the North line thereof, N 89*37'38" E, a distance of
205.0 feet;
thence S 0143137" E parallel with the East line thereof, a distance of
279.0 feet;
thence parallel with the North line, S 89*37'38" W, a distance of 218.18
feet to an intersection with a line that is perpendicular to the said
Easterly margin of Old U.S. 99;
thence N 640161 W, a distance of 15.72 feet to a point of intersection
with the West line of said Tract 15;
thence along said West line, N 0*44'38" W, a distance of 218.01 feet to
a point of intersection with the Easterly margin of Old U.S. 99;
thence along said Easterly margin, N 25*44' E, a distance of 61.3 feet
to the Point of Beginning.
2/20/84
0001�e�. 777? /It /-5'
-31 -5-Ale CIO,
23423 Highway 99
Edmonds, WA 98020
0-1, .0. Box 3 2 Lynnwood, WA 98036-
778-3101
MEI�RINIIJ & ASSOCIATES,*.
Registered Land Surveyors and Engineers
23423 HWY 99 - EDMONDS, WASH. 98020
LAND S4RV-EYS SANITATION REPORTS
LAND PLANNING FOREST ENGINEERING
PLATTING DRAINAGE PLANS
(206) 778-3101
M.B.MEYRING P.O. BOX 32
A.CHENOWETH LYNNWOOD, WASH. 98036
TO Cindy Ringstad
Edmonds Building Dept.
250 5th N.
Edmonds, WA 98020
C r_
LETTER OF TRANSMITTAL
OAT E 4/12/84 1"0" NO84-022
ATTENTION
RE:
Ur-IIJ I L IVI IN:
WE ARE SENDING YOU Ck Attached 0 Under separate cover via
0 Material Submittals 0 Prints C3 Plans
0 Copy of letter 0 Change order El
0 Specifications
- the following items.
0 Color Samples
COPIES
DATE
NO.
DESCRIPTION
2
4/4/84
Better Homes Systmes Inc. Drainage Control Plan
THESE ARE TRANSMITTED as checked below:
0 For approval [3 Approved as noted
0 For your use 0 Returned for corrections
12 As requested 0 Approved as submitted
0 For review and comment 0
0 FOR BIDS DUE
REMARKS
COPY TO
C3 Resubmit - copies for approval
El Submit copies for distribution
0 Return corrected prints
19 - C1 PRINTS RETURNED AFTER LOAN TO US
SIGNED: Rosemary Lowman
If enclosures are not as noted, kindly notify us at once.
For stefs EYRiNq
SS()CiATES, INC. 23423 Highway 99 Edmonds, WA 980.20
(206) 778-3101 P.O. Box 32 Lynnwood, WA 98036
May 25, 1984
Jim Adams
Edmonds Public Works
250 5th Avenue
Edmonds, WA 98020
Re: 230th St SW & Hiway 99
Dear Jim;
Reconsideration of the composition of the surfacing and the
over-all operation,.it is my opinion that an oil separator
will not be necesaary as shown on the original drainage plans
for Better Homes.
Sincerely,
M. B. Meyring, P.E.
MBM: rl
e A I-S�2 � 7 81,�,
..... . . 44-(,k�j-
7
1018
PUBLIC UTILITY DISTRICT No I of Snoboml -Area
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DATE WO. N
I r-21
-ASON FOR WO
REVISION J013 NO. =7=Tmmd _;.z Mae
ENGINEER U.G. FILE No.
DRAFTER SCALE
APPROVALS
ERMIT REO
ype
EASEMENT
OREOUIRED ONOT R ED
OTREE TRIM.ING
" " G
ODIAL DIG
OWAT
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)ATE GRANTED
0 Pua- ATCR
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DATE RFLEASED
ES REQUIRED YE57ft� 00__
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ENVIRONMENAL ANALYSIS
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DATE PRINTED
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CITY OF EDMONDS File NoW— 7— 5;;q
EDMONDS, WASHINGTON DatE
Fee
APO's
APPLICATION TO HEARING EY.VINER
Rect. No.'122�3
FOR CONDITIONAL USE PERMIT
HEARING PATE
311, 5 - / 5 �'4
Better Homes Xq!a550 Auror-g-'AVe'. N I
APPLICANT:Sy stems Inc . ADDRESY tle,WA PHONE 367-7766
Indicate type or degree of interest in the p leasee
t7(, T-, kson
OWNER: Will Shiomi ADDRESS RON *1241 PHONE :3 1-3--7 3 1--) C)
- =-,F 0 C, r b, Z"-.7-7 A V� -7 / I
LOCATION OF PROPERTY (ADDRESS) '�Oth . W. and Hwy4p(address not issued)
LEGAL DESCRIPTION OF PROPERTY North Westerly portion of Lots 14 & 15
of Skelton's Lake McAleer 5 Acr-L-s Tracts (approx. 1.69 acres).
.0
Correct description of leased portion by Meyring Surveyors,Inc. to
be submi--
To be completed by the Planning Division: Use Zone ted by
Legal description checked and approved by: Date: 2/24/84.
VICINITY SKETCH:
Example:
sue�.)rLcr
PLEASE SHOW BELOW A.VICINITY SKETCH AS PER EM-11PLE,
INDICATING NORTH. 2
-> V &J E�,T-
KC)PE-V
CON'�PITIONAL USE REQUESTED: uuTcioor �iTorage use
DETAILS OF PROPOSED USAGE: Retail Sales Office; sales and display
of manufactured homes.
� � �� �,, I -Tqk C',
Signature of Appri—cant, Ounier or
Representative
RELEASE/HOLD HARMLESS AGREEMENT
The,undersigned applicant, his heirs and assigns, in consideration for the
City processing.the application agrees to release, indemn.ifv, defend and
hold the City of Edmonds har-mless from anv and all damages and/or claims for
damages, including reasonable attorneys' fees, arising from anv action or
inaction of.the City whenever such action or inaction is based in whole or
in part upon false, misleading or incomolete information furnished by the
applicant, his agents or employees.
PERMISSION TO ENTER SUBJECT PROPERTY
The undersigned applicant grants his, her or its vermission for public
officials and the staff of the City of Edmonds to enter the subject
propertv for the purpose of'insDection and posting attendant to this
application. A I
�� �Iao -�—
Sigftture ot ApDlicant, Mner or
Revresentative
0
ENVIRONMENTAL CHECKLIST
A. BACKGROUND
1. Name Proponent
of Better Homes Systems,
Inc.
2.
Address and Phone Number of Proponent 13550
Aurora Ave u-
1\ th
Seattle, WA 98133 (206)367-77 7
3.
Date Checklist Submitted 2/16/1984
4.
Agency Requiring Checklist City of Edmonds, Edmonds, Washington
5.
Name of Proposal, if applicable NIA
6. Nature and Brief Description of Proposal (including but not limited to
its size, general design elements, and other factors that will give an
accurate understanding of its scope and nature:
To improve and develop the property (1.69 Acres) for use as
retail sales & display center for manufactured homes.
7. Location of Proposal (describe the physical setting of the proposal, as
well as the extent of the land area affected by any environmental im-
pacts, including any other information needed to give an accurate under-
standing of the environmental setting of the proposal):
The proposed site is located on Hwy 99 and 230th St. S.W.
.Edmonds, WA. The site is Presently unimproved, situated
in a developed business community. The proposed site for
development contains 1.69 acres; the site is relatively
flat, with minimal growth of�low brush, weeds
dLA I I 1P Xrj8 L)f WaZ-UL—=teLtU1:. & unauthorized
8. Estimated Date for Completion of the Proposal 4/15/1984
9. List of all PerTnits,,Licenses, or Government Approvals Required for all
Proposal (federal, state, and local — including rezones):
City of Edmonds Conditional Use Permit (for outdoor storage)
Sign Permit, Building Permit, State of Washington
Manufactured Housing Dealer's License, City of Edmonds
Architectural Design Board Review & Approval. *
10. Do you have any plans for future additions, expansions, or further
activi_ty related to or connected with this proposal? If yes, explain.
No.
Do you know of any plans by others which may affect the property covered
by your proposal? If yes, explain.
No.
12. Attach any other application form that has been completed regarding the
proposal; if none has been completed, but is expected to be filed at
some future date, describe the nature of such application form:
Sign Permit. Architectural Design Board Review Application
-I-
0
0
B. ENVIRONMENTAL IMPACTS (Explanations of all "yes" and "maybe" answers are required).
YES MAYBE NO
Earth. Will the proposal result in:
a. Unstable earth conditions or in changes
in geologic substructures?
b. Disruptions, displacements, compaction
or overcovering of the soil?
V
c. Change in topography or ground surface
relief features?
d. The destruction, covering or modifica-
tion of any unique geologic or physical
features?
e. Any increase in wind or water erosion
of soils, either on or off the site?
V
f. Changes in deposition or erosion of
beach sands, or changes in siltation,
deposition or erosion which may modify
the channel or a river or stream or the
bed of the ocean or any bay, inlet or
lake?
V
Explanation: A portion of site (fronting Hwy
99) will be graded
2.
and graveled. Remainder of the site will be cleared of existing
unwanted vegetation and waste material (unauthorized dumping),
ei
The evergreen trees on the site will be protected and incorporated
in the landscaping treatment.
Air. Will the proposal result in:
a. Air emissions or deterioration of
ambient air quality?
b. The creation of objectionable odors?
c. Alteration of air movement, moisture
or temperature, or any change in climate,
either locally or regionally?
Explanation: _N/A
V
V
V
3. Water. Will the proposal result in:
a. Changes in currents, or the course
or direction of water movements, in either
marine or fresh waters? V
b. Changes in absorption rates, drainage
patterns, or the rate and amount of sur-
face water runoff? V
-2-
0
0
YES
MAYBE NO
c. Alterations to the course or flow
of flood waters?
V
d. Change in the amount of surface.water
in any water body?
V
e. Discharge into surface waters, or in
any alteration of surface water quality,
including but not limited to temperature,
dissolved oxygen or turbidity?
V
f. Alteration of the direction or rate
of flow of ground waters?
g. Change in the quantity of ground
waters, either through direct additions
or withdrawals, or through interception
of an aquifer by cuts or excavations?
h. Deterioration in ground water quality,
either through direct injection, or through
the seepage of leachate, phosphates, deter-
gents, waterborne virus or bacteria, or
other substances into the ground waters?
V�
i. Reduction in the amount of water
otherwise available for public water
supplies?
V
Explanation: N/A
4. Flora. Will the proposal result in:
a. Change in the diversity of species,
or numbers of any species of flora (in-
cluding trees, shrubs, grass, crops,
microflora and aquatic plants)?
b. Reduction of the numbers of any
unique, rare or endangered species
of flora?
c. Introduction of new species of
flora into an area, or in a barrier
to the norma-1 replenishment of exist-
- ing species?
d. Recution in acreage of any agri-
cultural crop?
Explanation: Existing growth of weeds and low brushes will be
cleared. Landscaping treatment will be used to upgrade the
site conditions.
-3-
0
5. Fauna. WIll the proposal result in:
W
a. Changes in the diversity of species,
or numbers of any species of fauna (birds,
land animals including reptiles, fish and
shellfish, benthic organisms, insects or
microfauna)?
b. Reduction of the numbers of any
unique, rare or endangered species
of fauna?
c. Introduction of new species of
fauna into an area, or result in a
barrier to the migration or movement
of fauna?
d. Deterioration to existing fish or
wildlife habitat?
Explanation: N/A
Noise. Will the proposal
existing noise levels?
Explanation: N/A
increase
YES MAYBE 'NO
V
V
7. Light and Glare. Will the proposal
produce new li�ht or glare? V
Explanation: Minimal amount of site security lighting will be
installed, in addition to the lighted sign in conformance with the
a
City of Edmonds requirements (Ch.20.60).
Land Use. Will the proposal result
in the alteration of the present or
planned land use of an area?
Explanation: NIA
9. Natural Resources. Will the proposal
result in:
E
a. Increase in the rate of use of any
natural resource? V.
b. Depletion of any nonrenewable
natural resource? V.
Explanation: N/A
YES MAYBE NO
10. Risk of Upset. Does the proposal involve
a risk of an explosion or release of hazard-
ous substances (including, but not limited
to, oil, pesticides, chemicals or radiation)
in the event of an accident or upset condi-
tions? V
Explanation: N/A
11. Population. Will the proposal alter the
location, distribution, density, or growth
rate of the human population of an area?
Explanation:—N/.A
12. Housinq. Will the proposal affect existing
housing, or create a demand for additional
housing?
Expl anati on: _N/A
13. Transportation/Circulation. Will the pro-
posal result in:
a. Generation of additional vehicular
movement?
b. Effects on existing parking facili-
ties, or demand for new parking?
c. Impact upon existing transportation
systems? V
d. Alterations to present patterns of
circulation or movement of people and/or
goods?
e. Alterations to waterborne, rail or
air traffic?
f. Increase in traffic hazards to motor
vehicles, bicyclists or pedestrians?
Explanation:- On -site parking will be provided for customers. Based
on present customer counts, a total of 12 stalls will be able to
accommodate the projected parking needs. No significant increase
to the traffic counts on hwy 99 is anticipated.
5.11
4
14. Public Services. Will the proposal have
an effect upon, or result in a need for
new or altered governmental services in
any of the following areas:
a. Fire protection?
b. Police protection?
c. Schools?
d. Parks or other recreational
facilities?
e. Maintenance of public facilities,
including roads?
f. Other governmental services?
Explanation: N/A
YES MAYBE NO
V
V
V
V
V/
15. Energy. Will the proposal result in:
a. Use of substantial amounts of fuel V
or energy?
b. Demand upon existing sources of
energy, or require the development V
of new sources of energy?
Explanation: N/A
16. Utilities. Will the proposal result in
a need-76'r new systems or alterations to
the following utilities:
a. Power or natural gas?
b. Communications systems?
c. Water?
d. Sewer or septic tanks?
e. Storm water drainage?
f. Solid waste and disposal?
Explanation: Existing -systems will be able to accommodate all
our utilities needs.
-6-
YES MAYBE NO
17. Human Health. Will the proposal result
3—n-the creation of any health hazard or
potential health hazard (excluding
mental health)?
Explanation:— N/A
18. Aesthetics. Will the proposal result
in the obstruction of any scenic vista
or view open to the public, or will the
proposal result in the creation of an
aesthetically offensive site open to
public view?
Explanation: - The proposal will substantially improve present site
conditions.
19. Recreation. Will the proposal result
in an impact upon the quality or quan-
tity of existing recreational oppor-
tunities?
Explanation: N/A
20. Archeological/Historical.. Will the
proposal result in an alteration of
a significant archeological or his-
torical site, structure, object or
building?
Explanation:— NIA
C. SIGNATURE
I, the undersigned, state that to the best of my knowledge the above information is
true and complete. It is understood that the lead agency may withdraw any declaratio:
or non -significance that it might issue in reliance upon this checklist should there
be any willful misrepresentation or willful lack of full disclosure on my part.
%44Aec �A(.Nv_a4 S'y3-JqmS-
PROPONENT: /—k "M-4- —
i C -V
August 20, 1975
MEMO TO: Harry Whitcutt
Building Official
E. Joe Wallis S r)76
City Planner
FROM: Leif R. Larson
City Engineer
SUBJECT: Fill Permit Application Connor Sales
at 23005 Highway 99
A review of the plot plan and profile drawings submitted
by Meyring & Associates shows the proposed fill slope near
the existing drainage system east side exceeding the maxi-
mum allowed by the Building Code.
All filling and sloping shall conform to Section 70 of the' .
Building Code. Fill slope two horizontall to one vertical.
LRL:WJN:rf
cc: Board of Adjustment I
October 1.2, 1967
Mrs. Josephine Hood
23005 lligyhway 0.9
Edronds, Washin7ton 98020
Dear Nrs. hood:
XX
Pursuant to your request by',et
,�d ��T,,,dlated September 27, 1967,
0
for an extension of tire in which t o ri ycur residence to the sewer
k��-,nsi or, '1r, n
system, permissiri-, fcr. an e hcb�hy i7vantee,..
fac
This rlsvision i's, bcscC� on t4e, . t that the house is ever 200
feet from a sewer and the, pronerty wlj� probably be sold and utilized
com-ercially.
YourG very truly
CITY OF EDMONDS
JOHN 1% 190RAli
Directo- of Fuhlic Works
JUT:ek
City of Edmonds Buflding Department
A?PROVED PLAN
O'REILLY AUTO PARTS INTERNALLY ILLUMINATED
20' POLE SIGN 6'-3" X 12'-6"0'REIUY S16N DOUBLE -EMBOSSED & DOUBLE-FACED
12'-ro'll
ITY Off
EDN40NDS
8
DINGIDEPARTIVIENT
WORK
ADDR S
OWNE
APPROVED
BU)G OFFICIAL
PER
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NUM13ER
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STREET F
78.125 SQ.FT.
USUD� ALUTMWUYI� '
AMP5 OP- 1.20 WA-"S
rWoqc_sck,p,rT LAWI'P3
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The timer controlling sign illumination
shall be set to turn thesigns off at
11:00 p.m. or whenever the business
closes for the day.
I r1u, GAS -
CIO
75
& 2-ff
RECEIVEI�
DEC 28 2011 1
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
0
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LEGAL DESCRIPTION.
LOT INFORMATION:
PARKING
INFORMATION
App"o AS jVOTED
By 11ANV; IIVG
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71
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SITE DEVELOPMENT PLAN
OWNERICONTRACTOR IS RESPON,1311, r- FOR 1
EROSION CONTROL AND DRAINAGE OAW.J,., a, q�ow&
SYMBOLS LEGEND
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SCHEDULE (�)
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5.50 W/ FACE (END MEW)
711
RACEWAY
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CONNE6TORS
RANSFORIVIER
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RECEIVED
DEC 28 2011
DEVELOPMENT SERVICES CTR.
C17Y OF EDMONDS
TWS DESIGN 15 THE EMIWM PROPEM OF
Localbn: Custornm Approvd: we: BUTANDISPROTeCTEID
BY FEDERX COPYMW LAM. ANY
REPRM=M OF A SIGN SWARTO THE
Deagw. AW m Nmw. DEEM REPRESENTED HERE IS FORBIDDER.
SHOULD THIS OCCLOt. BUT
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12'-6"
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5'x5'SQUARE
Phone: 425.3 30. 8 160
Fax., 42 5 . 3 3 7. 0 15 0
RESUB
FEB .16 2012
BUILDING DEPAR7MENT
CITY OF EDWNDS
STREET FILE- 311d 133819 Crff COPY
I"
"Nothing in this permit approval proem shall be.
interpreted as allowing or permitting the
maintenance of any currently exi" illegal,
nonconforming or unpermitted building, structure
or site condition which is outside the scope of the
permit application, regardless of whether such
building, structure or condition is shown on the
site plan or drawing. Such budding, 8tru#m or
condition may be the subject of a separate
enforcement action."
j
FINAL
ENG.INEERING-REPORT',
(DrainAgp Calculaflons)
FOR
O'Reilly Auto Parts
23005 Highway 99
Edmonds, Washington
September 2011 APP BY
RMW j
Revised 9-20-11 1."'INEERING
jDate:
38508
ST
Ki
1.40
Prepared by:
Robert L. Long
Lovell-Sauerland & Associates
1h
19217 36 . Avenue W. Suite 106
Lynnwood, Washington 98036
LSA No. 5331
RECEOVEF0,`
SEP 2 12011,
-DEVELOPMENT SERVICES CTR.
CI1Y OF EDMONDS
6TREET FILE
FINAL
ENGINEERING REPORT
(Drainage Calculations)
ITUN
O'Reilly Auto Parts
23005 Highway 99
Edmonds, Washington
September 2011
Revised 9-16-11
313508
L
Prepared by:
Robert L. Long
Lovell-Sauerland & Associates
1921736 1h Avenue W. Suite 106
Lynnwood, Washington 98036
LSA No. 5331
O'Reilly Auto Parts
23005 Highway 99
Edmonds, Washington
Introduction
This summary report provides site design information for the proposed development for O'Reilly
Auto Parts, 23005 Highway 99. It includes storm drainage analysis to support permit review and
approval. The property is located at on the east side on Highway 99 just south of 23 0 'h St SW in
the northeast 1/4 of Section -3 ) 1, T 27 N, R 4 E, W.M.
Site Address: Tax Parcel Number: 005767-000-014-00
2-3005 Highway 99
Edmonds, WA
TABLE OF CONTENTS
SECTION PAGES
A. Project Summary ................................................................................................................................ 5
B. Parcel (Vicinity) Map ........................................................................................................................ I
C. Site Development Plans .................................................................................................................... 10
D. Aerial Photo ........................................................................................................................................ I
E. Stormwater Control System Summary and Calculations ................................................................ 13
F. Drainage Basin Description and Maps .......................................................... .................................... 3
G. Grading and Erosion Control Summary and Soils Map .................................................................... 3
H. Geotechnical Engineering Report ................................................................................................... 29
1. Operation and Maintenance Guidelines .............................................................................................. 9
Lovell-Sauertand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 September 2011
PROJECTSUMMARY.
This report provides engineering information for the proposed construction of the O'Reilly Auto Parts-
32005 Highway 99. The project is located on the east side of Highway 99 and south of 230"' St SW in the
City of Edmonds. The applicant proposes to construct a 7,500 sf auto parts store oil the 0.997 acre site.
Infrastructure improvernents include a existing access to Highway 99 and a new access to 230"' St SW;
internal site driveway and parking; stormwater conveyance, control/infiltration and treatment; water; sewer;
power; and communications. A full overview of the proposed storm drainage control facilities,
offs i te/downstream analysis and grading and erosion control measures are discussed in the following
sections of this report.
Existing Conditions. The total site consists of about 43,429 sf (0.997 acres) and is currently occupied by
two modular building (previously retail business selling pre -manufactured sheds), a paved/gravel parking
lot and surrounding landscape vegetation. At the time of this report the retail business oil site appeared to
be vacant for some time and tile landscape and vegetation on site has not be maintained. The site is
bordered by a mini -storage facility on the east, a access driveway to the min -storage facility on the west
boundary, H ighway 99 right-of-way to the west, and 230"' St SW right-of-way to the north. The access
to/froin Highway 99 will be maintained and a new access point to/frorn 230"' St SW will be added. The site
generally slopes from the southwest to northeast in an average grade of 4% to 6%.. The westerly portion of
the site contains a slope that drops down about 6 feet to mini -storage facility to the east.
Stormwater run-off from the site sheet flows in a northeasterly direction towards 230"' St SW or the
adjacent mini -storage facility with no signs of a defined channel. No stream or wetlands were discovered
on or immediately adjacent to the site. Additional discussion of the local drainage basin and downstream
path is discussed in section F of this report.
Developed Conditions. The proposed project includes the construction da 7,500 sf auto parts store with
an associated parking and driveway. Frontage improvements currently exist along both of the site's
frontage on Highway 99 and 23 61h St SW. The access to/frorn Highway 99 will be maintained and a new
access point to/from 23 01h St SW will be added. Nearly all existing vegetation will be removed during
grading activities in the development area of the site; landscaping and grass lawn around the new auto parts
store building and parking lot will stabilize the site upon building construction. New infrastructure
improvements include a driveway/parking area, new access to 23 01h St SW; stormwater conveyance,
detention and treatment filter; water; sewer; power; and communications. Due to the existing till soils of
the site no infiltration or low impact development technique are proposed. To control the stormwater runoff
a detention tank will be installed in the northeast portion of the site, just east of the proposed new access to
23 01h St SW. All roof drains and runoff flows from the driveway area shall be routed to the proposed
Aetention tank. Downstream of the detention tank is a stormwater filter system that will provide water
quality treatment and phosphorus removal. See section E for additional evaluation of the storm drainage
control system.
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331
September 2011
Aq
Summary ofMinimum Requirenientsfor Small Site Projects:
5.1 Small Site Minimum Requirement #1 — Preparation of Stormwater Site Plan
The proposed site development consists of.disturbing about 0.997 acres of land and creating about 29,100 sf
of impervious surface. Thus, the project is classified as a Category 2 Small Site Project per the City's
classification system. The civil site development plans have been prepared and reduced copies of the plans
are included in section C of this report.
5.2 Small Site Minimum Requirement #2 — Construction Stormwater Pollution Prevention
A summary of the site's grading and erosion control are included in section G. The grading quantities are
estimated to be 770 CY of cut and 762 CY of fill (per CAD surface modeling by others). The total site
disturbance area of the project is less than one acre, thus a formal Notice of Inient application for NPDES
coverage will not be made to tile Department of Ecology. Included in the civil site development plans is a
grading plan with erosion control BMPs and notes.
5.3 Small Site Minimum Requirement #3.— Source Control of Pollution
No extraordinary measures are required for the proposed development (auto part's store) of the site. The
site will include oil/water separator tees within the collection catchbasins onsite to control oils from
vehicles visiting the site. Post detention a stormwater filter system designed to provide basic treatment and
phosphorus control will be provide and are summarized in section E. Stormwater Control System Suniniary
and Calculations. Additionally, O'Reilly shall post "No working on vehicle signs" oil building to reduce the
illicit discharge of pollutants from vehicles in the parking lot.
5.4 Small Site Minimum Requirement #4 — Preservation of Natural Drainage Systems and Ouffalls
A majority of the runoff leaves the site as sheet flow in the northeasterly direction with no well defined
drainage path. The proposed detention system will discharge flows to the storrn pipe system in 23 01h St
SW, thus maintaining the northeasterly flow discharge. The site is located in the Halls Creek watershed
basin per the City of Edmonds maps. The proposed development will maintain the stormwater flow
discharges to the Halls Creek watershed basin.
5.5 Small Site Minimum Requirement #5 — Onsite Stormwater Management.
The developed site conditions include impervious surface roof top, driveway, walkways and parking areas
for the proposed O'Reilly Auto Parts store. A system of catchbasins and pipes has been design to collect
and convey stormwater run-off to the on -site drainage control facilities. Due to the underlying dense till
soils (see attached geotechnical report) found onsite, no LID or infiltration type stormwater management
systems will be used onsite. An underground detention tank system per the City's drainage manual will be
provided to control stormwater quantity control. See civil site development plans for construction details.
5.6 Small Site Minimum Requirement #6 — Runoff Treatment. The project proposes to create/replace
more than 5,000 sf of pollution -generation impervious surface with the installation of the driveway and
parking lot area (21,600 sf). Additionally, the site is located within the Greater Lake Ballinger Watershed
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011
A-2
(Halls Creek watershed drains to Lake Ballinger), thus basic water quality treatment and phosphorus
removal is required for the pollution generation surfaces. A stormwater filter system downstream of the
detention system will be provided. See section E for a full surnmary for storillwater quality treatment and
flow control design.
5.7 Small Site Minimum Requirement #7 — Flow Control. An onsite storm detention tank will provide
flow control of the site's storrnwater ru noff. Tile detention tank system has been design to meet the flow
control standards of a Category 2- Small Site project in a creek or lake basin (less than an acre of
disturbance with more than 5,000 sf of impervious surface). Sizing calculations are provided in section E.
of this report.
5.8 Small Site Minimum Requirement #8 — Welland Protection. No wetlands.are known to exist oil or
adjacent to the site.
5.9 Small Site Minimum Requirement #9 — Operation and Maintenance. An operation and maintenance
summary is provided in section 1.
5.10 Small Site Minimum Requirement #10 — Offsile Analysis and Mitigation. See section F. Drainage
Basin Description and Maps for a qualitative analysis.
5.11 Small Site Minimum Requirement #11 — Financial Liability. Cost estimates and,bonds will be
provided by the applicant during final construction permit approval.
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011 A-3
0k: 0410
City of Edmonds 4��
Site Classification Worksheet
/1C.
Page 1 of 2
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 Glossary (pp. 10- 10, Figures Q and
E, (pp. 8-9), and Examples (pp. 12-13), to assist with completion of this worksheet.
1) Is Permeable Pavement' Proposed For Use on this Site? El Yes N
Refer to Stormwater Supplement Chapter 5.1 X
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- Rcgu I ated 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
0
Exempt
Regulated
2.
Replaced
0
3.
4.
New (Post 1977) 44 44 444 44
Total Regulated Impervious Area
Mitigation required if in excess of 2000sf
+
F
ZC1, 00
too
5.
6.
Total Area Mitigated by Existing Stormwater Management System(s)
Regulated Area Not Yet Mitigated
too
7.
Area Proposed to be Mitigated by Low Impact Development Techniques
0
8.
Area Proposed to be Mitigated through Conventional SWM Techniques
I C)O
I (e.g. porous asphalt, porous concrete, paver blocks, concrete open cell ed paving grids, or plastic lattices filled with turf or stone)
Revised on 4121111 E72-SWM—Erosion—Control-Draft-04.21. I I -FINAL
Page 5 of 13
14-4/
City of Edmonds 0V F0,41
Site Classification Worksheet
Page 2 of 2
3) Determine the Total Area of Land Disturbing Activity q3AZ!L A
Refer to Stormwater Supplement Chapter 8
4) Determine the Quantity of Grading, Fill and/or Excavation Ct4T= 770 CY Fit& r-142 cy
5) Will the project convert 3/4 Acre or More of Native Vegetation to Lawn or Yes No
Landscaped Area? X
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. F1 Direct Discharge B.XCreek or Lake Basin
[3 Edmonds Way Basin
o Puget Sound Basin
Ei Puget Sound Piped Basin
DETERMINE PROJECT CLASSIFICATION USING THE INFORMATION ABOVE
AND THE PROJECT CLASSIFICATION CHART (Figure B, pg 4)
0 Small Site - Category 1 1 mall Site - Category 2 El Minor Site
J >I- -4
Stormwater Supplement Stormwater Supplement Stormwater Supplement
Chapter 5 Chapter 5 Chapter 6
IRevised on 412 1/11
E72-SWM—Erosion—Control-Draft-04.21. I I -FINAL
Page 6 of 13
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Final Engineering and Drainage Report
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O'Reilly Auto Parts
23005 Highway 99
September 2011
C?
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ARCHITECT
V177
BRUCE M.
CARLSON
CIVIL ENGINEER
W
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New O'Reilly Auto Parts Store GENERAL NOTES:
SR 99 & 230TH ST SW IF��IATE�3���M'�UftMS�tC.���TOT���OA --
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TRAFFIC CONTROL NOTES:
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Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
L,=W-u September 2011
LSA No.5331 � I—IM
P , 1111,�tri;l,
0-1
STORMWA TER CONTROL SYSTEM SUMMARYAND CALCULATIONS.
The project proposes to create, replace and/or retain 29,1000 sf of impervious surface on -site. To mitigate
the development of the site, a detention tank system will be installed to control the storm drainage runoff
(flow control). The on -site impervious surfaces shall be collected and routed to the onsite detention tank
located in tile northeast portion of the site. The 70 feet of 8 ft diameter tank will mitigate the allowable
release rates for the 2-year, 10-year and 100-year design criteria for a Category 2 Small Site project.
WWHM3 continuous runoff modeling software by Washington State Department of Ecology was used to
model the detention tank system. Flow control sizing was conducted using the "Puget East 36"
precipitation tirne series values in accordance with the Edmonds Municipal Code. The attached
input/output data and statistical analysis demonstrates that the designed infiltration trench will infiltrate a
majority of the storms.
Infiltration Trench Design Summary Table:
Site Area Summary:
Total Site Area = 43,429 sf (0.997 ac)
Proposed I in pervious = 29,100 sf (0.668 ac)
Building = 7,500 sf
Driveway / Parking = 21,600 sf
Proposed Pervious (Lawn and landscape) = 14,329 sf (0.329 ac)
Detention Tank Design (70' of 8 ft dia.)
Pipe Diameter = 96"
Pipe Length = 70 Ft
Pipe Invert = 377.50 (0.5 ft dead storage)
Pipe Slope = 0.5% (insignificant slope to include in modeling)
Orifice I = 7/8" At 378.00
Orifice 2 = 7/8" At 383.05
Overflow = 385.45
Peak Stage above 8" Riser to pass I 00-Yr flow rate of 0.4578 is 385.54
Runoff Release
2-yr Allowable = 0.0468 cfs (0.07 cfs per acre of impervious)
2-yr Design = 0.0453 cfs
I 0-yr Allowable = 0.0935 cfs (0. 14 cfs per acre of impervious)
10-yr Design = 0.0935 cfs
100-yr Allowable = 0.2204 cfs (0.33 cfs per acre of impervious)
100-yr Design = 0.2149 cfs
Lovell-Sauerland and Associates 0'Reffly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 September 2011
Stormwater Quality Control:
Basic water quality treatment and phosphorus removal is required for the site due to the fact tile site is a
Category 2 small site project with more than 5,000 new/replaced impervious surfaces and located in the
Greater Lake Ballinger Watershed (Halls Creek watershed drains to Lake Ballinger). To satisfy tile water
quality treatment requirements a two -cartridge FloGard Perk Filter System is proposed. The FloGard Perk
Filter System has DOE general use approval for basic water quality treatment and phosphorus removal. The
filter system shall be placed downstream of the detention tank. Sizing calculations are attached in this
section and O&M recommendations are included in section 1. -
In addition to water quality treatment provided by the filter system, oil/water separator tees will be provided
on the discharge pipes directed into the detention and water quality treatment system to provide oil
containment in the collection catchbasins prior to discharging flows to the infiltration trench system.
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011
k -
Storm Drainage Calculations WWHM3 Input/Output:
Project Name: 5331 WWHM3
Site Address: 23005 HWY 99
City EDMONDS
Report Date 9/1/2011
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2097/08/31
DOT Data Number: 03
WWHM3 Version:
PREDEVELOPED LAND USE
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Mod .997
Impervious Land Use Acres
Element Flows To:
Surface Interflow Groundwater
Name : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use
Acres
C, Lawn, Flat
.146
C, Lawn, Mod
.183
Impervious Land Use
Acres
ROOF TOPS FLAT
0.172
PARKING FLAT
0.378
PARKING MOD
0.118
Element Flows To:
Surface Interflow Groundwater
Tank 1, Tank 1,
Lovell-Sauertand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 September 2011
VIM
E-3
Name Tank 1
Tank Name: Tank 1
Depth: 8ft.
Tank Type Circular
Diameter 8 ft.
Length 70 ft.
Discharge Structure
Riser Height: 7.95 ft.
Riser Diameter: 8 in.
Orifice 1 Diameter: 0.875 in
Orifice 1 Diameter: 0.875 in
Elevation: 0.5 ft.
Elevation: 5.55 ft.
File Edit View Help
D G3 61 a
7�
W M"-
SGENARIOS
r acility Name
Outlet 1
Outlet 2 Outlet 3
f- Precleveloped
Downstream Connection
F� Mogat-d
Facility Type
Precipitation Applied to Facility
ITank.
Quick Tank
Run Scenaiio
�vaporahonAppfiedloFj��o
Facility Bottom Elevation (ft)
13775
FZ CZ
Facility Dimensions
Outlet Structure
Tank Type
lcacul& I
Firm Height [ft)
H-V
D etef (ft)
lam I
Lerigth (ft) k77d
Rim Dta-eterfml
Rim Type fF—Ig
Notch Type
Orifice Diameter Height Wax
Number Qn) (Ft) (CIS)
Infiltration
F- ---%4
11 fo.675 o.� .1 0.05507
2 fo-8�i— f5 5-5 ' -Ji 0.03147
3 Fa Fo J. 0
Pond Volume at Rim Head lacte-111) .081
Move Elernerb
Tankinciement
Show Pond Table Fcp;; T able —1
d-
-7:j
Lovell-Sauertand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011
Element Flows To:
Outlet I Outlet 2
Tank Hydraulic Table
I Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
377.5
0.000
0.000
0.000
0.000
381.7
0.007
0.043
0.039
0.000
377.6
0.000
0.000
0.000
0.000
381.8
0.007
0.044
0.039
0.000
377.7
0.000
0.000
0.000
0.000
381.9
0.007
0.045
0.039
0.000
377*1
0,000
0*00 1
0,000
0*000
381.9
0.007
0.046
0.040
0.000
377.9
0.001
0.001
0.000
0.000
382.0
0.007
0.047
0.040
0.000
377.9
0,001
0.002
0.000
0.000
382.1
0.007
0.048
0.041
0.000
378.0
0.001
0.002
0.004
0.000
382.2
0.008
0.049
0.041
0.000
378,1
0*00 1
0,003
0,007
0*000
382.3
0.008
0.051
0.042
0.000
378.2
0.001
0.004
0.009
0.000
382.4
0.008
0.052
0.042
0.000
378.3
0.001
0.004
0.011
0.000
382.5
0.008
0.053
0.043
0.000
378.4
0.001
0.005
0.013
0.000
382.6
0.008
0.054
0.043
0.000
371,5
0,002
0,016
0*114
0,000
382.7
0.008
0.055
0.043
0.000
378.6
0.002
0.006
0.015
0.000
382.7
0.008
0.056
0.044
0.000
378.7
0.002
0.007
0.016
0.000
382.8
0.009
0.057
0.044
0.000
378.7
0.002
0.008
0.017
0.000
382.9
0.009
0.058
0.045
0.000
378,1
(1,002
0,009
0,011
0*000
383.0
0.009
0.059
0.045
0.000
378.9
0.002
0.010
0.019
0.000
383.1
0.009
0.060
0.050
0.000
379.0
0.002
0.011
0.020
0.000
383.2
0.009
0.061
0.053
0.000
379.1
0.003
0.012
0.021
0.000
383.3
0.009
0.062
0.056
0.000
379*2
0,003
0*012
0*022
0*000
383.4
0.009
0.063
0.058
0.000
379.3
0.003
0.013
0.023
0.000
383.5
0.010
0.064
0.060
0.000
379.4
0.003
0.014
0.024
0.000
383.5
0.010
0.065
0.061
0.000
379.5
0.003
0.015
0.024
0.000
383.6
0.010
0.066
0.063
0.000
379.5
0.003
0.016
0.025
0.000
383.7
0.010
0.067
0.065
0.000
379.6
0.003
0.017
0.026
0.000
383.8
0.010
0.068
0.066
0.000
379.7
0.004
0.018
0.026
0.000
383.9
0.010
0.069
0.067
0.000
379.8
0.004
0.019
0.027
0.000
384.0
.0.010
0.070
0.069
0.000
379.9
0.004
0.020
0.028
0.000
384.1
0.011
0.071
0.070
0.000
380.0
0.004
0.021
0.028
0.000
384.2
0.011
0.072
0.071
0.000
380.1
0.004
0.022
0.029
0.000
384.3
0.011
0.073
0.072
0.000
380.2
0.004
0.024
0.030
0.000
384.3
0.011
0.074
0.074
0.000
380.3
0.004
0.025
0.030
0.000
384.4
0.011
0.074
0.075
0.000
380.3
0.005
0.026
0.031
0.000
384.5
0.011
0.075
0.076
0.000
380.4
0.005
0.027
0.031
0.000
384.6
0.011
0.076
0.077
0.000
380.5
0.005
0.028
0.032
0.000
384.7
0.012
0.077
0.078
0.000
380.6
0.005
0.029
0.032
0.000
384.8
0.012
0.077
0.079
0.000
380.7
0.005
0.030
0.033
0.000
384.9
0.012
0.078
0.080
0.000
380.8
0.005
0.031
0.034
0.000
385.0
0.012
0.078
0.081
0.000
380.9
0.005
0.032
0.034
0.000
385.1
0.012
0.079
0.082
0.000
381.0
0.006
0.034
0.035
0.000
385.1
0.012
0.080
0.083
0.000
381.1
0.006
0.035
0.035
0.000
385.2
0.012
0.080
0.084
0.000
381.1
0.006
0.036
0.036
0.000
385.3
0.013
0.080
0.085
0.000
381.2
0.006
0.037
0.036
0.000
385.4
0.013
0.081
0.086
0.000
381.3
0.006
0.038
0.037
0.000
385.5
0.013
0.081
0.159
0.000
381.4
0.006
0.039
0.037
0.000
385.6
0.000
0.000
0.424
0.000
381.5
0.006
0.040
0.038
0.000
381.6
0.007
0.042
0.038
0.000
Lovell-Sauerfand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011
MITIGATED LAND USE
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
POC #1
Return Period
Flow(cfs)
2 year
0.018075
5 year
0.02783
10 year
0.03 )2085
25 year
0.035541
50 year
0.037158
100 year
0.038241
Flow Frequency Return Periods for Mitigated.
POC #1
Return Period
Flow(cfs)
2 year
0.045301
5 year
0.070406
10 year
0.093519
25 year
0.132114
50 year
0.169202
100 year
0.214926
Yearly Peaks for Predeveloped and Mitigated. POC #I
Year
Predeveloped
Mitigated
1941
0.023
0.044
1981
0.022
0.065
2021
0.011
0.033
2061
0.008
0.036
1942
0.008
0.038
1982
0.007
0.039
2022
0.027
0.065
2062
0.018
0.041
1943
0.021
0.043
1983
0.022
0.296
2023
0.007
0.041
2063
0.072
0.064
1944
0.009
0.041
1984
0.015
0.043
2024
0.016
0.043
2064
0.014
0.038
1945
0.003
0.033
1985
0.015
0.036
2025
0.013
0.038'
2065
0.026
0.063
1946
0.026
0.075
1986
0.010
0.039
2026
0.027
0.102
2066
0.011
0.039
1947
0.016
0.039
1987
0.034
0.106
2027
0.020
0.042
2067
0.005
0.032
1948
0.018
0.042
1988
0.029
0.176
2028
0.016
0.040
2068
0.018
0.041
1949
0.031
0.063
1989
0.015
0.039
2029
0.020
0.051
2069
0.039
0.101
1950
0.015
0.038
1990
0.018
0.036
2030
0.015
0.044
2070
0.010
0.033
1951
0.064
0.072
1991
0.058
0.265
2031
0.023
0.044
2071
0.007
0.030
1952
0.025
0.044
1992
0.047
0.254
2032
0.019
0.045
2072
0.008
0.032
1953
0.006
0.043
1993
0.013
0.039
2033
0.034
0.082
2073
0.010
0.042
1954
0.008
0.039
1994
0.011
0.035
2034
0.008
0.030
2074
0.041
0.192
1955
0.014
0.040
1995
0.007
0.030
2035
0.040
0.069
2075
0.022
0.044
1956
0.006
0.040
1996
0.019
0.040
2036
0.017
0.040
2076
0.003
0.036
1957
0.016
0.042
1997
0.047
0.126
2037
0.016
0.055
2077
0.025
0.069
1958
0.012
0.035
1998
0.028
0.044
2038
0.000
0.033
2078
0.001
0.033
1959
0.015
0.040
1999
0.010
0.034
2039
0.012
0.038
2079
0.007
0.041
1960
0.015
0.038
2000
0.028
0.079
2040
0.009
0.035
2080
0.011
0.039
1961
0.018
0.055
2001
0.014
0.044
2041
0.032
0.041
2081
0.044
0.206
1962
0.016
0.043
2002
0.006
0.035
2042
0.018
0.044
2082
0.019
0.056
1963
0.008
0.036
2003
0.013
0.040
2043
0.020
0.043
.2083
0.026
0.066
1964
0.008
0.034
2004
0.034
0.077
2044
0.029
0.040
2084
0.016
0.038
1961
0,014
0,038
2005
0,006
0"036
2041
0,011
0*033
2085
0.019
0.042
1966
0.018
0.041
2006
0.013
0.034
2046
0.013
0.060
2086
0.012
0.036
1967
0.012
0.039
2007
0.017
0.052
2047
0.017
0.040
2087
0.016
0.049
1968
0.030
0.063
2008
0.012
0.040
2048
0.010
0.037
2088
0.016
0.049
1969
0.015
0.042
2009
0.021
0.046
2049
0.008
0.063
2089
0.010
0.040
1970
0.015
0.041
2010
0.036
0.083
2050
0.010
0.032
2090
0.017
0.078
1971
0.012
0.039
2011
0.023
0.072
2051
0.015
0.106
2091
0.010
0.045
1972
0.013
0.040
2012
0.027
0.073
2052
0.013
0.037
2092
0.016
0.043
1973
0.040
0.074
2013
0.018
0.042
2053
0.008
0.034
2093
0.032
0.067
1974
0.013
0.037
2014
0.042
0.119
2054
0.037
0.044
2094
0.006
0.033
1975
0.022
0.042
2015
0.017
0.053
2055
0.005
0.030
2095
0.006
0.036
1976
0.020
0.067
2016
0.010
0.033
2056
0.029
0.179
2096
0.011
0.038
1977
0.018
0.040
2017
0.032
0.078
2057
0.053
0.173
2097
0.013
0.035
1978
0,001
0,033
2018
0,009
0,037
2058
0,057
0*276
2098
0,032
0,061
1979
0.014
0.044
2019
0.016
0.035
2059
0.019
0.038
1980
0.015
0.036
2020
0.016
0.039
2060
0.022
0.058
Lovell-Sauerfand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 1. B R September 2011
Ranked Yearly Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
1
0.0718
0.2959
54
0.0191
0.0443
107
0.0126
0.0388
2
0.0641
0.2759
55
0.0186
0.0442
108
0.0121
0.0386
3
0.0584
0.2652
56
0.0186
0.0440
109
0.0120
0.0386
4
0.0568
0.2541
57
0.0184
0.0439
110
0.0119
0.0385
5
0.0533
0.2064
58
0.0183
0.0439
111
0.0118
0.0385
6
0.0472
0.1918
59
0.0181
0.0438
112
0.0117
0.0382
7
0.0469
0.1793
60
0.0181
0.0438
113
0.0115
0.0381
8
0.0443
0.1760
61
0.0179
0.0437
114
0.0114
0.0380
9
0.0424
0.1732
62
0.0178
0.0436
115
0.0113
0.0379
10
0.0409
0.1263
63
0.0178
0.0433
116
0.0110
0.0379
11
0.0403
0.1187
64
0.0177
0.0433
117
0.0110
0.0378
12
0.0396
0.1060
65
0.0176
0.0432
118
0.0109
0.0377
13
0.0386
0.1056
66
0.0175
0.0431
119
0.0106
0.0376
14
0.0374
0.1019
67
0.0173
0.0429
120
0.0105
0.0372
15
0.0357
0.1007
68
0.0170
0.0429
121
0.0104
0.0372
16
0.0343
0.0826
69
0.0169
0.0428
122
0.0101
0.0371
17
0.0340
0.0816
70
0.0166
0.0425
123
0.0099
0.0365
18
0.0339
0.0787
71
0.0165
0.0424
124
0.0099
0.0364
19
0.0324
0.0778
72
0.0164
0.0422
125
0.0098
0.0362
20
0.0323
0.0776
73
0.0164
0.0422
126
0.0097
0.0362
21
0.0322
0.0771
74
0.0163
0.0420
127
0.0096
0.0361
22
0.0316
0.0747
75
0.0162
0.0419
128
0.0096
0.0360
23
0.0310
0.0736
76
0.0162
0.0418
129
0.0090
0.0359
24
0.0297
0.0731
77
0.0161
0.0415
130
0.0086
0.0357
25
0.0294
0.0723
78
0.0158
0.0415
131
0.0085
0.0357
26
0.0294
0.0716
79
0.0157
0.0414
132
0.0085
0.0355
27
0.0288
0.0693
80
0.0157
0.0413
133
0.0082
0.0351
28
0.0281
0.0688
81
0.0156
0.0412
134
0.0082
0.0351
29
0.0281
0.0670
82
0.0155
0.0410
135
0.0081
0.0351
30
0.0275
0.0668
83
0.0155
0.0408
136
0.0080
0.0349
31
0.0271
0.0657
84
0.0155
0.0407
137
0.0079
0.0347
32
0.0269
0.0650
85
0.0155
0.0406
138
0.0077
0.0347
33
0.0265
0.0648
86
0.0154
0.0405
139
0.0075
0.0344
34
0.0259
0.0647
87
0.0153
0.0403
140
0.0075
0.0344
35
0.0257
0.0643
88
0.0152
0.0402
141
0.0074
0.0342
36
0.0250
0.0634
89
0.0149
0.0402
142
0.0074
0.0335
37
0.0248
0.0633
90
0.0148
0.0401
143
0.0072
0.0334
38
0.0234
0.0630
91
0.0148
0.0399
144
0.0069
0.0334
39
0.0232
0.0629
92
0.0147
0.0398
145
0.0069
0.0332
40
0.0232
0.0600
93
0.0146
0.0398
146
0.0065
0.0332
41
0.0224
0.0580
94
0.0144
0.0397
147
0.0064
0.0331
42
0.0223
0.0560
95
0.0142
0.0397
148
0.0063
0.0331
43
0.0220
0.0551
96
0.0140
0.0396
149
0.0063
0.0330
44
0.0218
0.0548
97
0.0140
0.0396
150
0.0059
0.0328
45
0.0217
0.0526
98
0.0136
0.0396
151
0.0058
0.0328
46
0.0215
0.0524
99
0.0133
0.0395
152
0.0053
0.0316
47
0.0205
0.0514
100
0.0133
0.0394
153
0.0045
0.0316
48
0.0204
0.0490
101
0.0131
0.0394
154
0.0035
0.0315
49
0.0201
0.0490
102
0.0131
0.0394
155
0.0034
0.0303
50
0.0200
0.0458
103
0.0129
0.0393
156
0.0014
0.0301
51
0.0197
0.0452
104
0.0129
0.0393
157
0.0008
0.0299
52
0.0195
0.0448
105
0.0127
0.0393
158
0.0002
0.0296
53
0.0193
0.0445
106
0.0126
0.0390
Lovell-Sauerfand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 September 2011
F-
POC #1
Facility FAILED duration standard for I+ flows.
Flow(CFS) Predev Dev Percentage Pass/Fail
0.0090
11526
158782 1377
Fail
0.0187
1581
70628 4467
Fail
0.0284
445
18868 4240
Fail
0.0093
10741
156151 1453
Fail
0.0190
1531
68496 4473
Fail
0.0286
431
18010 4178
Fail
0.0096
10021
153521 1531
Fail
0.0193
1459
66212 4538
Fail
0.0289
414
17152 4142
Fail
0.0099
9344
150752 1613
Fail
0.0195
1402
64066 4569
Fail
0.0292
407
16390 4027
Fail
0.0102
8760
148122 1690
I -ail
0.0198
1342
61976 4618
Fail
0.0295
386
15657 4056
Fail
0.0105
8230
145492 1767
Fail
0.0201
1285
59941 4664
Fail
0.0298
374
14923 3990
Fail
0.0107
7723
142723 1848
Fail
0.0204
1224
57961 4735
Fail
0.0301
361
14217 3938
Fail
0.0110
7282
139955 1921
Fail
0.0207
1183
55996 4733
Fail
0.0303
345
13528 3921
Fail
0.0113
6826
1373252011
Fail
0.0210
1122
54072 4819
Fail
0.0306
333
12895 3872
Fail
0.0116
6420
1345562095
Fail
0.0213
1084
52078 4804
Fail
0.0309
324
12289 3792
Fail
0,0119
6030
1311140 2181
Fail
0,0215
1140
51292 4811
Fail
0,0312
309
11675 3171
Fail
0.0122
5631
1292122294
Fail
0.0218
1000
48548 4854
Fail
0.0315
295
11120 3769
Fail
0.0124
5266
1264162400
Fail
0.0221
964
46790 4853
Fail
0.0318
290
10580 3648
Fail
0.0127
4942
1235922500
Fail
0.0224
927
45129 4868
Fail
0.0320
275
10099 3672
Fail
0.0130
4664
1209762593
Fail
0.0227
894
43385 4852
Fail
0.0323
260
9664 3716
Fail
0.0133
4402
1183042687
Fail
0.0230
867
41793 4820
Fail
0.0326
255
9181 3600
Fail
0.0136
4102
1154802815
Fail
0.0232
844
40298 4774
Fail
0.0329
241
8738 3625
Fail
0.0139
3893
1127672896
Fail
0.0235
810
38719 4780
Fail
0.0332
235
8305 3534
Fail
0.0142
3637
110081 3026
Fail
0.0238
792
37294 4708
Fail
0.0335
222
7913 3564
Fail
0,0144
3429
1071623136
I -ail
0*0241
760
35868 4719
Fail
0,0337
116
7556 3498
Fai I
0.0147
3239
1049183239
Fail
0.0244
740
34470 4658
Fail
0.0340
205
7146 3485
Fail
0.0150
3050
1023293355
Fail
0.0247
717
33071 4612
Fail
0.0343
193
6822 3534
Fail
0.0153
2879
99754 3464
Fail
0.0249
688
31742 4613
Fail
0.0346
183
6497 3550
Fail
0.0156
2728
97179 3562
Fail
0.0252
670
30469 4547
Fail
0.0349
176
6187 3515
Fail
0.0159
2596
94632 3645
Fail
0.0255
645
29195 4526
Fail
0.0352
170
5912 3477
Fail
0.0161
2461
92071 3741
Fail
0.0258
619
27977 4519
Fail
0.035�
161
5645 3506
Fail
0.0164
2340
89566 3827
Fail
0.0261
596
26814 4498
Fail
0.0357
150
5395 3596
Fail
0.0167
2204
87088 3951
Fail
0.0264
571
25679 4497
Fail
0.0360
139
5159 3711
Fail
0.0170
2092
84651 4046
Fail
0.0266
551
24627 4469
Fail
0.0363
129
4913 3808
Fail
0.0173
1993
82215 4125
Fail
0.0269
526
23547 4476
Fail
0.0366
123
4698 3819
Fail
0.0176
1901
79861 4200
Fail
0.0272
507
22578 4453
Fail
0.0369
116
4492 3872
Fail
0.0178
1818
77480 4261
Fail
0.0275
490
21582 4404
Fail
0.0372
108
4272 3955
Fail
0,0181
1735
71210 4334
Fail
0*0271
472
20626 4369
Fai 1
0.0184
1663
72871 4381
Fail
0.0281
454
19727 4345
Fail
The development has an increase in
flow durations
from 1/2
predeveloped
2 year flow to the
2 year
flow
or more than a 10% increase
from the 2 year
to
the 50
year flow.
Per1nd and Imp1nd Changes
No changes
have
been made.
This program and accompanying documentation is provided 'as -is'
without warranty
of any kind. The
entire
risk
regarding
the performance and
results
of this
program is assumed
by the user.
Clear
Creek
Solutions and the
Washington
State Department
of Ecology disclaims all
warranties, either
expressed
or implied,
including but not limited
to implied
warranties of program
and accompanying
documentation.
In no
event shall
Clear Creek
Solutions
and/or
the Washington
State Department of
Ecology
be liable for
any damages whatsoever (including
without
limitation to
damages for loss
of
business
profits, loss
of business
information,
business
interruption, and the
like)
arising out of
the use of,
or inability
to use this program even if Clear
Creek Solutions or
the
Washington State
Department of Ecology
has been advised of
the possibility
of such damages.
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011 E'_8
Detention Tank Buoyancy Calculations
Buoyancy (Uplift Force):
Assume saturation level to extend up to top of pipe (full 8 ft.).
)2
Displacement volume of 8' diameter pipe= 3.14 x (4 =50.24sfperft.ofpipe
Density of water = 62.4 lbs per cubic ft.
Uplift Force of water = (28.26 sf per ft) x (62.4 lbs per cubic ft) = 3,135 Ibs per ft
Weight of Fill above Pipe (Hold-down Force):
Minimum cover over pipe 3.5 ft (385.5 to 389)
Minimum volume above pipe = 3.5 ft x 8 ft = 28 sf per ft. of pipe
Density of fill material = 120 lbs per cubic ft.
Hold-down Force. = (28 sf per ft) x (120 lbs per cubic ft) = 3,360 Ibs per ft
3 ft wide x 3.5 6 deep (min.)
Fill above pipe.
Hold-down Force >> Uplift Force, thus pipe will not float.
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 Septernber2011
WWUM3 Water Quality Flow Output
File Edit View Help
D C9 Q: (a
On -Line BMP
Off -Line BMP
24 hour Volume
(acre feet)
Standard Flow Rate (cfs)
Standard Flow Rate (cfs)
15 Minute Flow Rate
15 Minute Flow fate
Durations, Flow Frequency -Water Quality Weiland Fluctuation
Water Quality BMP Flow and Volume for POC 1.
On-line facility volume: 0.0555 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0345 cfs.
Off-line facility target flow: 0.0205 cfs.
Adjusted for 15 min: 0.0223 cfs.
On-line Peak Treatment Flow Rate = 0.0345 cfs
Treatment Rate per 18" Phosphorous Treatment Cartridge= 0.0227cfs(10.2gpm)
Required Cartridges 0.0345 cfs / 0.0227 cfs = 1.5 cartridges
Minimum Required Standard Cartridges = 2 minimum
See attached calculations from manufacture.
Lovell-Sauertand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 L. W OF"I September 2011
September Ist, 2011
LSA Engineering
1921736 Ih Ave. W., Suite 106
Lynnwood, WA 98036
Attn: Rob Long
Re: O'Reilly Auto Parts, Edmonds, WA - Perk Filter Sizing
Mr. Long:
Please find below sizing verification for the Perk Filter System on the above referenced project.
Unit #1 Perk Filter Manhole:
Qtreat=0.0345 cfs (15 gpm)
With a Qtreat of 0.0345 cfs (15 gpm), and using an 18" tall cartridge with media mix of ZPC (Zealite/
Perlite/ Carbon) rated at 10.2 gpm/cartridge, the unit is designed as follows:
Treatment Flow Rate=0.0345 cfs=15 gpm
(15 gpm)/(10.2 gpm/ca rt ridge)= 1.47 cartridges
Use 2 each 18" cartridges in a 48" manhole structure
Best Regards,
Jeff Hardesty
Engineering Technician
E--//
CY)
C?
0
01 180*
0- 8' PVC
I E: 377.65'
0
INLET
0
0 48.00 BOLTED & GASKETED ACCESS COVER.
FIELD POURED CONCRETE COLLAR REQUIRED,
BY OTHERS.
------------
#3
4.00,
-------------
12.65ft 10.35ft
(151.79ifil 124.20in I
4.00' #2
12.60ft
[143.99in]
INLET
IE: 377.65' # 1
4.0(Y I
1.00ft
1 2.00in
----------
I .00in P 04.00ft
[ 5 .42ft d [48.00in]
FILTER CARTRIDGES NOT SHOWN IN THIS VIEW
TO SHOW INLET INVERT.
.83ft
[10.00in]
3X HOLE
0*
8* PVC
IE: 375.35'
Internals 048 Manhole
Components
SK-0566 Floor a
SK-0567 Bypass
- O*Ct OUTLET —
2X 18" Perk Filter
r'ADTDlr'1r-j:Q
MIA: 1300.UU
12.65ft
1 51.80in
M. '17r 'Arl
50ft
16.00in]
tor clarity.
NOTE: Treatment Flow Rate
1. MAXIMUM WEIGHT 6561. (ASSEMBLED WITH CARTRIDGES). 20.4 gpm / 0.045 cfs
P01 1,N/A NEW N/A
W. M—" 1�0
JOB DETAIL Perk Filter"o 48" Manhole APPROVALS DATE KriStar Enterprises, Inc.
with 18" Carilridges, 2 Each 360 Sutton Place, Santa Rosa, CA 95407
UIAWN Ph: 800.579.8819, Fax: 707.524.8186. �.knslar.corn
Customer: CEI Engineering J.McKinley 09/01/11 SIZE I DRAfflNG NO. REV.
Job Name: O'Reilly Auto Parts,- 1 A PDD-3914 Pol
J. Hardesty 09/01/1 1
SCALE: NONE
Edmonds,WA Palr`dF �e-sty 09/01/11 DO NOT SCALE DRAWING SHEET 1 OF I
CAPACITY CALCULA TIONS.-
100-YEAR OVERFLOW:
I 00-YR un-detained flow rate = 0.4578 cfs
8" Stage -Release Rates:
Equation: Q = 3.782 (D)'(H)O-'
Description: RISER
Riser Diarneter: 8.00 in (0.6667 ft)
Elev: 385.45 ft
Orif Coefficient ... : 3.782
STAGE <--DISCHARGE --- >
(ft) --- cfs -- -------
385.45 0.0000
385.55 0.5315
385.65 0.7517
385.75 0.9207
385.85 1.0631
385.95 1.1886
Peak Stage above 8" Riser to pass I 00-Yr flow rate of 0.4578 is 3 )85.54
DOWNSTRAM PIPE SYSTEMS.
I 00-YR undetained flow rate = 0.4578 cfs
Downstream Pipe Capacities Calculations:
Equation: Q = A * 1.486/n * R "' * S "2
-Mannings Equation, with a Mannings "n" of 0.0 12.
7 ft of 8" PVC at 5.0% - capacity 3.16 cfs
30 ft of 8" PVC at 1.0% - capacity 1.41 cfs
105 ft of 12" PVC at 0.6% - capacity = 3.22 cfs
Thus, Downstream system has adequate capacity to convey undetained 100-yr storm event.
Lovell-Saueriand and Asso'ciates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 September 2011
E-1.3
DOWNSTREAM DRAINAGE DESCRIPTION.
The site is located in the Halls Creek watershed basin. The Halls Creek basin is a large urban basin that
collects storrnwater runoff from commercial and residential areas along the easterly boundary of the City
Edmonds and discharges flows to Lake Ballinger (see attached watershed map).
The collected siormwater runoff from the site will discharge to a pipe and catchbasin system located in
23 01h St SW along the site's north boundary. The storm pipe sys'tern within 230"' St SW directs flows
easterly to 76"' Ave W about 550 feet east of the site. At ' 76"' Ave W the storm pipe systern is directed north
about 650 feet to 228" St SW.. At 228"' St SW the pipe system is directed east about 850 feet and then
directed southwest between private properties and along 2291h pl SW and discharging into Halls Creek,
about 2,850 downstream of the site. Flows follow Halls Creek about 1,650 feet south and enter Lake
Ballinger, about 4,500 feet downstream of the site.
A majority of the downstream system consists of a man-made pip, and catchbasin system. lo apparent
flooding or system inadequacies within a 1/4 mile downstream of the site were discovered during site visits
or research of the downstream system.
ISee attached watershed and downstream drainage map for the local downstream path.
Lovell-Saueriand and Associates O'Reilly Auto. Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No.5331 September 2011
, F.
N
FIGURE B-1
A
CITY OF EDMONDS
d Gu
WATERSHEDS
Deer Creek Perrinville
Edmonds Marsh Puget Sound
-Mead6wdale,
Edmonds Way Puget Sound Piped
Mep dowd ale
Frultdale Shell Creek
,
(
I --J
Good Hope Pond Shellabarger
A.
Halls Creek Southwest Edmonds A
I HindleyCreek Southwest Edmonds B
- - ------------------
`06tfallCreekStil
Lake Ballinger Stilthouse Creek
thouse Cree�
Lund's Gulch Talbot Park A
Meadowdale A Talbot Park 8
Terrace Ciee
Meadowdale 13 Terrace Creek
w.
,j �v.
Northstream Westgate Pond
-IJ.
Outfall Creek Willow Creek
0 L000 z000 4.00D 6.00D 8.000
errinvi e
F-t
Ptjget5�r6nd, r 12,
1 2,000 ft
T�lbqt Plark;A
No —antv of aft sort. nclud,g �. frtn, or roetciuntao4tv
—pariv this Product
March 30. 2010
N
A
a
"jr6littlale
rthstrearn
Whale
y
GO
od Hope Pond
Vll
5
:74
�4 e Halls Creek
5 ITE,
.0 22425) 22�20 22421
U WN 224�O '4 �3 22421 22420' UNKN04N
7830 7Z NKNO / 14-1584 -11' 73277321
'�--13]4514-6 j I
00 22431 22424COWNTY 3522431 14-137 1 22425 PNKNOWr,
M:L4 814-136 22427 22428
04 ?14 22431
225 -238 1
7819/ 22508 fi 14-5 C194-l' 225'03 22502
22508 / V V 7328 322 22505
14-185,14-184 9 22508
22� 1 ' 22501
E). 12511 1' -4614-47 U11KNOWN
22510 13 '5 J� 3-460 2251\6,,,, 225 5 00, 509
22600 fl`14-110 114'-239 i 2'�Z
:TERRACE2
13 621'3-46 22516
782 13-58 13-588 13-5171 7 22522 223 22517 22511
22602 d14-9
225
221607 3-585 3-586 22528 22529 1� 22521 22521
322604 1 22510 0-0 1
22�'33 ..295 p,4 43-464 114,240 14-241 f-*�766r* ...... ERRACE3
G--'0 1 7207 7205 7203 7201
13456
f,2604
7825 7815 261 22510 1 3;*A5 22111 -4 710SI7107 7105
94 UNI$PO.WN -38 ERRACE12
61
0 2606
13- gi, -4662245 22517 2262(or, 922619. '-�,TERRACE 14
f19-3 22605 7206 7204 7202
22 1 22618 1 )4-45�sl 3-591 2608 TERRACE13
3'504 Cb 01 4-zl 21---1- 0- 14-40 227 22607
2270 1 122 2�8
2%0 22626 13-46 4" 011, ��2,2�6�0 �4- 90 4-116 P261 0 7205 7203UNKNOWN 7110 71087106
2,708 1 -2 2263 1 22707 2- '06 1 f-41 2405 �2702 22609
0
23 1 1, -47 -500 [1/4-28 ,2' 2 15 22700 22701
711 22716 9.22712 A-42 2704 7204 22702 22703
2271 2 71 22720 1 -50 -502 - b, 4 478 22706 7206 22704 22705
728 730 22727 1 22706 22707
13-471 3-4 227 0
7819 2 725 22721 533 7503 74 74031313 22708
G4D16 0 13- 8 - 16- 13-590 14-297 7. 4 731122708 7307 22710 227112:2709
14-2
LV. -43 . I ERR6CE7
13 6;� cl 17�8�3C3 17 _85
16 --@ t7z86 TER 33@41
1 437 Ift 0,—,., �
Z.9 11 22817
UNKNO NUNKN 2280 22806
UNKNO 7810 22800 1 17-T 0 28057422 7 7410 7202 :-01
-MR
6
-43,5 14 7330t.- 34 7308 1 71 8
UNKNO U OWN /* 6 34 22800 2
UNKNOW 'N�KN it 1 ' 81 22814 �Ij8722804
--YNKNOWN UN N N Y' f 11� 2281774217 15 7409 7403 7329 7327 . 22803
U K��O M 29 2282 1 22822 1 J2806
O�WN17U I NUNK 2 of 17-77 -75 , 6 22805
1
8� R 17
-UM 6. 6- 7-7q17-78 0 8
UNKNOWN - 22 29 22828 901
Y-1 2808 7107
6.42 7105
16-15 -157 .2 902 7428 22902 229 22902
22828 a -11 22 0 7420 7412
16-11 �-92 ***,, 7103
2908 22 10 22907 22 1 E RACE19
7825 i 11 22908 i 22904 7108
229 6 22915 919 i22906
6 229 1 229 74 97413 22918 . 7104 7102
3 -43 22908
23 t 120- 229 4 7427 22907 23000
2
io 1��2 2925
22925 , �7� 7105
16-272 Oth "q 7103
68 6- 16-25�a ,, 16-29, 6-158 2 30 7-73 22910
16-1 IJ3 931
1 -1 0 23003 1718922912 7101
432 4267420 7406 OWN 22911
23 05 412 2914
23010 7610 N WNU NOWN 0 7106
UNKN 2301 3 4 3011 NKNOWN 23023 22916 7109 7107 7104 7102
t291
79 ITE 23023 23025 TERRACE20
23026 2302 3 71057103
23030 0 7101
16.44 1 7 23039 23 1 -9122920 1
23031 2310 10 1 7112 7110 7108
�/*' 23122 3105 7 CE 21
J* UNK Wj UNKNOWN 7106 T'E' RA
JI 7104
16-75823 11 8 23115 23117 7102
16-26 23124 231 7100
,R1 6-2 0 16-75 1 8
760976097607 1 9 231 5
76117611 1 -6
1 6-31 . PRIVATE 5776 23129 1 VKNOW
6-181 N17-9 3201 j
16-311P at I ' 7-4
23203 2313 16- 9 23205 2320
23148 3204 U NOWN
23207 2 23211 23208 23502
21 V\
232 2321 23216 1 23211 -j
23220 23212 23 5 23 14 , -j
3 4 it
16-141 217 1 -94
16-1 2 224 K
23Z34__ 23230 2 225 7- 32 8UN OWN
7 09 7707 23307
(UNKkbVN-,1k-1 8116 29 23 3 0 33 2
0 85 170 340 510 680 850
Feet
Legend 1 in= 300 ft
— Storm Pipes — DITCH - CREEK
C1 Storm Catch Basins — Conlour-10ft-smoolhed accompany this product.
0 Storm Manholes Edmonds-Parcels-2010-03 No warranty of any sort, including accuracy, fitness, or merchant ability
F-3
Grading and Erosion Control:
This project will require grading to construct tile proposed building; driveway and parking area; and utilities
(including the storrilwater detention system). Standard erosion control measures are proposed to be used
during construction. The primary erosion and sediment control BMP during construction will be proper
soil stabilization methods. Exposed soils shall be stabilized by application of effective BMPs that protect
the soil from the erosive forces of raindrops, flowing water, and wind. Applicable practices include, but not
limited to, temporary and permanent seeding, sodding, mulching, plastic covering, erosion control fabrics,
matting, soil application of polyacrylamide (pam), the early application of gravel base oil areas to be paved,
and dust control. The contractor shall select a soil stabilization method best suited for the particular
situation. Stock piles must be stabilized and protected with sediment trapping measures. In addition, site
containment of exposed soils shall be sustained by using silt fence barriers along the down -slope boundaries
of the site's disturbance areas. See the site development plan for details.
Soils: In accordance with the United States Department of Agriculture Soil Conservation Service,,
Snohomish County Soil Survey the on -site soils consist of Alderwood-Urban land complex- 2% to 8% (soil
#5). Alderwood soils are moderately well drained soil on till plains formed in glacial till and are
categorized as a hydrologic group C soil (see full description attached). The Alderwood till soils are
typically not suitable for infiltration of storrnwater. A full evaluation of the on -site soils is included in tile
site specific geotechnical evaluation prepared by Robinson Noble, Inc (attached in section H.).
Conclusion: The final site development construction plans will include specific grading and drainage
improvement notes and details. With proper installation, maintenance and inspections of tile proposed
construction the project should have minimal impact to the surrounding environment.
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No,5331 L. a R September 2011
Soils Map
Lovell-Saueriand and Associates
Final Engineering and Drainage Report
LSA No.5331
O'Reilly Auto Parts
23005 Highway 99
September2011
SOIL SURVEY OF
SNOHOMISH COUNTY AREA, WASHINGTON
UNITED STATES DEPARTMENT OF AGRICULTURE,
SOIL CONSERVATION SERVICE
Alderwood -Urban land complex, (soil #5- 2 to 8 percent slopes)
This moderately well drained soil is on till plains. It is moderately deep over a hardpan. The soil formed in glacial till. Areas are long and
narrow. They are about 125 acres in size. The native vegetation is mainly conifers and hardwoods. Elevation is 50 to 550 feet. The
average annual precipitation is about 40 inches, the average annual air temperature is about 50 degrees F, and the average frost -free
season is 170 to 190 days.
Typically, the surface layer is very dark grayish brown gravelly sandy loam about 7 inches thick. The upper part of the subsoil is dark
yellowish brown and dark brown very gravelly sandy loam about 23 inches thick. The lower part is olive brown very gravelly sandy loam
about 5 inches thick. A weakly cemented hardpan is at a depth of about 35 inches. Depth to the hardpan ranges from 20 to 40 inches.
Included in this unit are small areas of soils that have a stony or bouldery surface layer and areas of McKenna soils, Norma soils, and Terric
Medisaprists in drainageways on plains. Also included are small areas of Everett, Indianola, and Ragnar soils on terraces and outwash
plains. Included areas make up about 15 percent of the total acreage.
Permeability of this Alderwood soil is moderately rapid above the hardpan and very slow through it. Available water capacity is low.
Effective rooting depth is 20 to 40 inches. Runoff is slow, and the hazard of water erosion is slight. A seasonal perched water table is at a
depth of 18 to 36 inches from January to March.
This unit is used mainly for urban development and as woodland. It is also used for hay and pasture
Douglas -fir is the main woodland species on this unit. On the basis of a 100-year site curve, the mean site index is 142. On the basis of a
50-year site curve, the mean site index is 108. The mean annual increment at culmination (CMAI) for Douglas -fir at age 65 is 148 cubic
feet per acre. Among the trees of limited extent are western redcedar, western hemlock, and red alder. Among the common forest under
story plants are salal, evergreen huckleberry, Oregon -grape, brackenfern, and western swordfem.
This unit is well suited to year-round logging. Logging roads require suitable surfacing for year-round use. Rock for road construction is
not readily available on this unit, but gravel is available in areas of adjacent Everett soils. Brush competition is the main limitation for the
production of timber.
Reforestation can be accomplished by planting Douglas -fir seedlings. If seed trees are present, natural reforestation of cut over areas by
red alder occurs periodically. When openings are made in the canopy, invading brushy plants, if not controlled, can prevent the,
establishment of seedlings. Because the rooting depth is restricted by a cemented pan, trees are subject to windthrow.
This unit is suited to hay and pasture. The main limitations are the low available water capacity and the weakly cemented hardpan, which
limits the use of the soil in this unit for deep-rooted plants. Grazing when the soil is wet results in compaction of the surface layer, poor
tilth, and excessive runoff.
The main limitations for homesites and septic tank absorption fields are the depth to the weakly cemented hardpan and wetness because of
seasonal high water table. Effluent from absorption fields flows laterally above the hardpan and may seep at the bottom of slopes.
Drainage is needed if buildings with basements and crawl spaces are constructed. During construction, disturbed areas need to be seeded
and runoff controlled to protect the soil from erosion. Temporary sediment basins can be used in construction areas to reduce the amount
of sediment in runoff water.
This map unit is i,n capability subclass lVe.
Lovell-Sauerfand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011
G-3
ROBINSON
NOBLE
April 23, 2010
Mr. Curt McNay
O'Reilly Auto Parts
233 South Patterson
Springfield, MO 65802
Geotechnical Engineering Report
Proposed O'Reilly Auto Parts
23005 SR99 Edmonds, WA
RN File No: 2587-001A
Dear Mr. McNay;
This letter transmits three copies of our report for your proposed O'Reilly Auto Parts store
located at 23005 State Route 99 in Edmonds, Washington. The scope of our services is
outlined in our Services Agreement dated April 7, 2010. We consider the site to be
compatible for the planned store. The core of the site is underlain by glacial till (hardpan)
which can provide adequate support for the structure. Some loose undocumented fill was
encountered along the southeast side of the building down to an approximate depth of 9
feet. The fill can be removed and replaced with structural fill to support the east side of the
building. Our Geotechnical Engineering Report discusses methods to prepare the site for
your planned structure in detail.
We appreciate the opportunity of working with you on this project. If you have any
questions regarding this report, pleasei contact us.
Sincerely,
Rick B. Powell
Principal Engineer
I<WB:RBP:am
cc: Dale M. Allison, ATC-Director, National Client Management
www.robinson-noble.coni
-,Z'. 14
N-/
TABLE OF CONTENTS
INTRODUCTION........................................................................................................................................... 1
PROJECTDESCRIPTION ..............................................................................................................................
1
SCOPE...........................................................................................................................................................
1
SITECONDITIONS ........................................................................................................................
............... 2
SurfaceConditions .....................................................................................................................................
2
Geology......................................................................................
... .. I .............. I .... I .......... I ............................ 3
Explorations..................................................................
I ............................................................................. 4
SubsurfaceConditions .............................................................................................................................
4
HydrologicConditions ...............................................................................................................................
5
LabTesting .................................................................................................................................................
5
GEOLOGICHAZARDS ..................................................................................................................................
6
ErosionHazard ..........................................................................................................................................
6
SeismicHazard ...............................................................................
....... —'— ..... *'*'***""* 6
CONCLUSIONS AND RECOMMENDATIONS
............................................................................................. 7
General......................................................................................................................................................
7
SitePreparation and Grading ...................................................................................................................
8
StructuralFill .............................................................................................................................................
8
General....................................................................................................................................................
8
Materials.............. .................................. I ..............................................................................................
9
FillPlacement .........................................................................................................................................
9
Temporary and Permanent Slopes .........................................................................................................
10
Foundations.............................................................................................................................................
11
Drainage.................................................................................................
I ................................................. 12
Utilities.....................................................................................................................................................
13
PavementSubgrade ................................................................................................................................
13
CONSTRUCTION OBSERVATION .............................................................................................................
14
USEOF THIS REPORT ...............................................................................................................................
14
Robinson Noble, Inc
INTRODUCTION
This report presents the results of our geotechnical engineering investigation at your
proposed O'Reilly Auto Parts store located at 23005 State Route 99 in Edmonds,
Washington.. The project is located at the southeast corner of SR 99 and 230" Street
Southwest as shown on the Vicinity Map in Figure 1.
You have requested that we complete this report to evaluate subsurface conditions and
provide recommendations for site development. For our use in preparing this report, we
have been provided with a site plan showing the proposed building and parking lot, dated
March 4, 2010 and a Land Title Survey and Topographic Survey, dated February 24,
2010, prepared by Huitt-Zoliars.
PROJECT DESCRIPTION
The project will consist of a single story square commercial building with dimensions of
approximately 85 feet, located in the southeastern portion of the lot. A parking lot is
planned on the west and north sides of the structure. We have not been provided with a
grading plan, but we understand that site grading will include minor cuts and fills to create
the parking lot.
SCOPE
The purpose of this study is to explore and characterize the subsurface conditions and
present recommendations for site development. Specifically, our scope of services as
outlined in our Services Agreement, dated April 7, 2010, includes the following:
Review available geologic maps for the site.
2. Contact the free utility locate service to have the locations of underground
utilities marked where they enter the site. Retain a utility locator to mark the
on -site utilities with the exception of non-metallic pipes, which cannot be
detected by this service. To reduce the likelihood of damaging on -site
underground utilities during our explorations, you should inform us of the
location of any of these utilities. We cannot be held responsible for any
damage to unmarked utilities.
3. Explore the site subsurface soil and groundwater conditions with four borings.
to a depth of approximately 15 feet. Haul the drill cuttings away and
dispose of them off -site. Drilling contractor to be provided by us.
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23005 State Route #99
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April 23, 2010
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4. Evaluate pertinent physical and engineering characteristics of the soils
encountered in the borings based on the results of the borings and our
experience. Conduct laboratory tests consisting of two grain -size distribution
and about ten moisture content determinations.
5. Prepare a geotechnical report containing the results of our subsurface
explorations, boring logs, site plan, and our conclusions and
recommendations for geotechnical design elements of the project. Our
report will include:
Description of the geologic materials encountered.
Description of depth to groundwater, if encountered.
Discussion of seismicity at the site along with seismic design
parameters including Site Class and site coefficients based on current
IBC criteria.
Liquefaction analyses for the subsurface soil conditions.
Recommendations for foundation design.
Estimate the total and differential settlements
Comment on any anticipated construction difficulties identified from
the results of our site studies and from our experience on projects at
similar sites.
SITE CONDITIONS
Surface Conditions
The irregular shaped project site Is 0.997 acres in size and has maximum dimensions of
approximately 205 feet in the east -west direction and 280 feet in the north -South
direction. Access to the site is provided by 230" Street Southwest along the north side of
the site and via State Route 99 along the west side of the site. Existing commercial
property borders the site to the south and east. A driveway separates the southern edge
of the project from existing commercial property.
The majority of the site slopes gently down to the northeast at approximately 4 percent.
There are slopes at the southern edge, the east side and in the northeast corners of the
property. The slopes decline down to the neighboring properties and are on the order of 3
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23005 State Route #99
Edmonds, Washington
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to 5 feet tall. The slopes are inclined at roughly 3 Horizontal to 1 Vertical (3H:1V) to
5H: 1 V.
An abandoned single story structure occupies the center of the property. Access to the
structure is provided by a gravel driveway off of State Route 99. The flat area and slopes
of the site are well vegetated with grass, scotch brush, blackberry bushes and various
other types of vegetation
Geology
Most of the Puget Sound Region was affected by past intrusion of continental glaciation.
The last period of glaciation, the Vashon Stade of the Fraser Glaciation, ended
approximately 10,000 to 11,000 years ago. Many of the geomorphic features seen today
are a result of scouring and overriding by glacial ice. During the Vashon Stade, areas of
the Puget Sound region were overridden by over 3,000 feet of ice. Soil layers overridden
by the ice sheet were compacted to a much greater extent than those that were not. Part
of a typical glacial sequence includes glacial till. Glacial till is an unsorted mixture of sand,
silt, and gravel that was deposited below the glacier, and is commonly referred to as
"hardpan." The glacial till has been consolidated under the weight of the glacier and
exhibits both high strength and low permeability. Our site explorations encountered glacial
till overlain by fill.
The geologic units for this area are mapped on the Preliminary Surficial Geologic Map of
the Edmonds East and Edmonds West Quadrangles, Snohomish and King Counties,
Washington, by Mackey Smith (U.S. Geological Survey, 1975). The site is mapped as
being underlain by a deposit of Vashon Till. Vashon Till is described as poorly sorted,
nonstratified lodgment till deposited as ground moraine. It is composed of a mixture of
clay, silt, sand, pebbles, cobbles and occasional large boulders. It is extremely compact
and lacks surficial cracks or joints.
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Explorations
We explored subsurface conditions within the site on April 12, 2010, by drilling four
borings with a truck mounted hollow stem auger drill rig. The borings were drilled to
depths of 15 feet below the ground surface. Samples were obtained from the borings at
5-foot intervals by driving a split spoon sampler with a 140-pound hammer dropping 30
inches. The number of blows required for penetration of three 6-inch intervals was
recorded. If the number of blows reached 50 before the sampler was driven through any
6-inch interval, the sampler was not driven further. To determine the standard penetration
number at that depth the number of blows required for the lower two intervals are
summed. The borings were located in the field by an engineer from this firm who also
examined the soils and geologic conditions encountered, and maintained logs of the
borings. T he approximate locations of the borings are shown on the Site Plan in Figure 2.
The soils were visually classified in general accordance with the Unified Soil Classification
System, a copy of which is presented as Figure 3. The logs of the borings are presented in
Figures 4 through 7.
Subsurface Conditions
A brief description of the conditions encountered in our explorations is included below. For
a more detailed description of the soils encountered, review the boring logs in Figures 4
through 7.
Borings 1 and 2: Our explorations on the southern and eastern corners of the planned
building encountered approximately 9 feet of undocumented loose to medium dense fill.
The upper 1 to 1 Y2 feet consisted of bark and wood chips. The remainder of the fill in
Boring 1 consisted of dark brown to black silty sand with organics and gravel and brown
fine to coarse sand with silty clay and gavel. The fill below the wood chips and bark in
Boring 2 consisted of organic silt with wood debris as well as silty sand with organics and
silt. Dense to very dense glacial till was observed near the 9 foot depth in both Boring 1
and 2 and was observed down to the final depth explored of 15 feet.
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O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
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April 23, 2010
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Borings 3 and 4: Significantly less fill was observed in the borings located near the center
of the western side of the planned building and in the northern portion of the planned
parking lot. A foot of medium dense crushed rock was encountered at the surface of
Boring 3. Roughly 3 feet of wood chips was encountered at the surface of Boring 4. In
both borings, very dense glacial till was encountered below the upper layer of crushed rock
and wood debris. The till was observed down to the final depth of 15 feet.
Hydrologic Conditions
With the exception of some slight groundwater seepage near the 13 foot depth in Boring
2, groundwater was not encountered. The bark, wood chips and the organic silt at the 2.5
to 4.0 foot depth in Boring 2 were wet. The glacial till in Borings 3 and 4 had moisture
contents less than 10 percent and the till in Borings 1 and 2 had moisture contents
between 9 and 16 percent. The dense to very dense till int erpreted to underlie the site is
considered poorly draining. During the wetter times of the year, we expect perched water
conditions will occur as pockets of water on top of the till layer. Perched water does not
represent a regional groundwater "table" within the upper soil horizons. Volumes of
perched groundwater vary depending upon the time of year and the upslope recharge
conditions.
Lab Testing
Moisture Content Evaluation: Samples were obtained in the field during the exploration
process, properly sealed in plastic bags and then promptly taken to the lab to determine
the moisture content. The moisture content for each sample was determined by firs t
weighing the moist soil sample and then baking the moisture out of the sample to
determine the weight of water within the sample. The moisture content is the result of
dividing the weight of the water by the weight of the dry soil after baking. The results are
shown on the Boring Logs in Figures 4 through 7.
Wet Sieve Analyses: Wet sieve analyses were performed to determine the grain size
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distribution of two of the soil samples. One was performed on the glacial till encountered
at the bottom of Boring 4 and the other was performed on the undocumented fill which
was at the 8 foot depth in Boring 1. We chose to perform the grain size analysis on the fill
because it visually appeared suitable to be used as structural fill onsite and the test
confirmed that. We performed the sieve analyses in general accordance with ASTM D 422
and the results are shown in Figures 8 and 9.
GEOLOGIC HAZARDS
Erosion Hazard
The erosion hazard criteria used for determination of affected areas includes soil type,
slope gradient, vegetation cover, and groundwater conditions. The erosion sensitivity is
related to vegetative cover and the specific surface soil types (group classification), which
are related to the underlying geologic soil units. We reviewed the Soil Survey of
Snohomish County Area, Washington by the Soil Conservation Service (SCS) to determine
the erosion hazard of the on -site soils. The site surface soils were classified using the SCS
classification system as Alderwood-Urban Land Complex, 2 to 8 percent slopes (Unit 5).
The corresponding geologic unit for these soils is till, which is in agreement with the soils
encountered in our site explorations. The erosion hazard for the soil is listed as being slight
for the gently sloping conditions at the site.
Seismic Hazard
It is our opinion based on our subsurface explorations that the Soil Profile in accordance
with Table 1613.5.2 of the 2006 International Building Code (IBC) is Site Class C. As
referenced in the 2006 IBC, we used the US Geological Survey program "Seismic Hazard
Curves and Uniform Hazard Response Spectra." That program uses 2003 NEHRP Seismic
Design Provisions to obtain values for S.,, S1, F., and F,. The seismic design parameters
are:
S. 119.6% g
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23005 State Route #99
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April 23, 2010
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S, 41.8% g
F. 1.0
F, 1.4
Site specific coefficients and adjusted maximum considered earthquake spectral response
acceleration parameters apply as shown in Section 1613.5 of the IBC. Based on the USGS
data and Tables 1613.5.60) and (2), the site has Seismic Design Category D. -
Additional seismic considerations include liquefaction potential and amplification of ground
motions by soft soil deposits. The liquefaction* potential is highest for loose sand with a
high groundwater table. The underlying dense till is considered to have a very low
potential for liquefaction and amplification of ground motion.
CONCLUSIONS AND RECOMMENDATIONS
General
It is our opinion that the site is compatible with the planned development. The underlying
dense to very dense glacial till deposits are capable of supporting the planned structure and
pavements. We recommend that the loose fill be removed from the building footprint and
then backfilled with structural fill. Please refer to the Structural Fill section for
recommendations for fill placement. The foundations should bear on the underlying native
glacial till, or on structural fill extending to these soils. Based on our site explorations, we
anticipate these soils will generally be encountered at the 9 foot depth on the east side of
the planned building and at typical footing depths on the west side of the planned building.
The soils likely to be exposed during construction are highly moisture sensitive and will
disturb easily when wet or during wet conditions. We recommend that construction take
place during the drier summer months, if possible. If construction takes place during the
wet season, additional expenses and delays should be expected due to the wet conditions.
Additional expenses could include costs for an increased depth of site stripping, export of
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on -site soil, the import of clean granular soil for fill, and the need to place a blanket of rock
spalls in the access roads and paved areas prior to placing structural fill.
Site Preparation and Grading
The first step of site preparation should be to strip the vegetation, topsoil, or loose soils to
expose medium dense or firmer native soils in pavement and building areas. The
excavated material should be removed from the site, or stockpiled Jor later use as
landscaping fill. The resulting subgrade should be compacted to a firm, non-Vielding
condition. Areas observed to pump or yield should be repaired prior to placing hard
surfaces.
The on -site glacial till likely to be exposed during construction is considered highly moisture
sensitive, and the surface will disturb easily when wet. We expect these soils would be
difficult, if not impossible, to compact to structural fill specifications in wet weather. We
recommend that earthwork be conducted during the drier months. Additional expenses of
Wet weather or winter construction could include extra excavation and use of imported fill
or rock spalls. During wet weather, alternative site preparation methods may be
necessary. These methods may include utilizing a smooth -bucket trackhoe to complete
site stripping and diverting construction traffic around prepared subgrades. Disturbance to
the prepared subgrade may be minimized by placing a blanket of rock spalls or imported
sand and gravel in traffic and roadway areas. Cutoff drains or ditches can also be helpful
in reducing grading costs during the wet season. These methods can be evaluated at the
time of construction.
Structural Fill
General: All fill placed beneath buildings, pavements or other settlement sensitive features
should be placed as structural fill. Structural fill, by definition, is placed in accordance with
prescribed methods and standards, and is observed by an experienced geotechnical
professional or soils technician. Field observation procedures would include the
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performance of a representative number of in -place density tests to document the
attainment of the desired degree of relative compaction.
Materials: Imported structural fill should consist of a good quality, free -draining granular
soil, free of organics and other deleterious material, and be well graded to a maximum size
of about 3 inches. Imported, all-weather structural fill should contain no more than 5
percent fines (soil finer than a Standard U.S. No. 200 sieve), based on that fraction
passing the U.S. 3/4-inch sieve.
The use of on -site soil as structural fill will be dependent on moisture content control.
Some drying of the native soils may be necessary in order to achieve compaction. During
warm, sunny days this could be accomplished by spreading the material in thin lifts and
compacting. Some aeration and/or addition of moisture may also be necessary. We
expect that compaction of the native soils to structural fill specifications would be difficult,
if not Impossible, during wet weather.
Fill Placement: Following subgrade preparation, placement of the structural fill may
proceed. Fill should be placed in 8- to 10-inch-thick uniform lifts, and each lift should be
spread evenly and be thoroughly compacted prior to placement of subsequent lifts. All
structural fill underlying building areas, and within a depth of 2 feet below pavement and
sidewalk subgrade, should be compacted to at least 95 percent of its maximum dry
density. Maximum dry density, in this report, refers to that density as determined by the
ASTM D1557 compaction test procedure. Fill more than 2 feet beneath sidewalks and
pavement subgrades should be compacted to at least 90 percent of the maximum dry
density. The moisture content of the soil to be compacted should be within about 2
percent of optimum so that a readily compactable condition exists. It may be necessary to
overexcavate and remove wet surficial soils in cases where drying to a compactable
condition is not feasible. All compaction should be accomplished by equipment of a type
and size sufficient to attain the desired degree of compaction.
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Temporary and Permanent Slopes
Temporary cut slope stability is a function of many factors, such as the type and
consistency of soils, depth of the cut, surcharge loads adjacent to the excavation, length
of time a cut remains open, and the presence of surface or groundwater. It is exceedingly
difficult under these variable conditions to estimate a stable temporary cut slope geometry.
Therefore, it should be the responsibility of the contractor to maintain safe slope
configurations, since the contractor is continuously at the job site, able to observe the
nature and condition of the cut slopes, and able to monitor the subsurface materials and
groundwater conditions encountered.
For planning purposes, we recommend that temporary cuts made around the eastern
perimeter of the planned building footprint be no steeper than 1.5 Horizontal to 1 Vertical
(1.51H:1V). Cuts in the dense to very dense till may stand at a 0.75H:1V inclination or
possibly steeper. If groundwater seepage is encountered, we would expect that flatter
inclinations would be necessary.
We recommend that cut slopes be protected from erosion. Measures taken may include
covering cut slopes with plastic sheeting and diverting surface runoff away from the top of
cut slopes. We recommend that cut slope heights and inclinations conform to local and
WISHA/OSHA standards.
Final slope inclinations for granular structural fill and the native soils should be no steeper
than 2H:1V. Lightly compacted fills, common fills, or structural fill predominately
consisting of fine grained soils should be no steeper than 3H:1V. Common fills are defined
as fill material with some organics that are "trackrolled" into place. They would not meet
the compaction specification of structural fill. Final slopes should be vegetated and
covered with straw or jute netting. The vegetation should be maintained until it is
established.
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Foundations
Conventional shallow spread foundations should be founded on undisturbed till or structural
fill extending down to the till. If the soil at the planned bottom of footing elevation is not
suitable, it should be overexcavated to expose suitable bearing soil. We recommend Ahat
the overexcavation be wider than the building footprint. The amount the overexcavation
should be wider depends on the depth of the overexcavation. We recommend that the
width from the outer edge of the footing be at least half of the depth of the
overexcavation. For example, if 8 feet of soil needs to be removed beneath a footing to
reach the dense native till, then the excavation should extend at least 4 feet beyond the
outer edge of the footing. The overexcavation should th en be backfilled with structural fill
as described in the above sections. Footings should extend at least 18 inches below the
lowest adjacent finished ground surface for frost protection. Minimum foundation widths
should conform to IBC requirements. Standing water should not be allowed to accumulate
In footing trenches. All loose or disturbed soil should be removed from the foundation
excavation prior to placing concrete.
For foundations constructed as outlined above, we recommend an allowable design bearing
pressure of 2,000 pounds per square foot (psf) be used for the footing design. IBC
guidelines should be followed when considering short-term transitory wind or seismic
loads. Potential foundation settlement using the recommended allowable bearing pressure
is estimated to be less than 1-inch total and 1/2-inch differential between footings or
across a distance of about 20 feet. It is important to. compact the structural fill within the
building area to a bove *project specifications to reduce differential settlement across the
building.
The above foundations may be resisted by friction at the base of the wall and passive
resistance against the foundation. A coefficient of friction of 0.5 may be used to
determine the base friction in the native glacial soils. An equivalent fluid density of 250
pcf may be used for passive resistance design. To achieve this value of passive pressure,
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the foundations should be poured "neat" against the native dense soils, or compacted fill
should be used as backfill against the front of the footing, and the soil in front of the wall
should extend a horizontal distance at least equal to three times the foundation depth. A
factor of safety of 2.0 has been applied to the passive pressure to account for required
movements to generate these pressures. The friction coefficient does not include a factor
of safety.
Slabs -On -Grade
Slab -on -grade areas should be prepared as recommended in the Site Preparation and
Grading subsection. Slabs should be supported on medium dense or firmer native soils, or
on structural fill extending to these soils. Where moisture control is a concern, we
recommend that slabs be underlain by 6 inches of pea gravel for use as a capillary break.
A suitable vapor barrier, such as heavy plastic sheeting, should be placed over the capillary
break. An additional 2-inch-thick damp sand blanket can be used to cover the vapor barrier
to protect the membrane and to aid in curing the concrete. This will also help prevent
cement paste bleeding down into the capillary break through joints or tears in the vapor
barrier. The capillary break material should be connected to the footing drains to provide
positive drainage.
Drainage
We recommend that runoff from impervious surfaces, such as roofs, driveway and access
ro adways, be collected and routed to an appropriate storm water discharge system. The
finished ground surface should be sloped at a gradient of 5 percent minimum for a distance
of at least 10 feet away from the buildings, or to an approved method of diverting water
from the foundation, per IBC Section 1803.3. Surface water should be collected by
permanent catch basins and drain lines, and be discharged into a storm drain system.
We recommend that footing drains be used around all of the structures where moisture control is
important. It is good practice to use footing drains installed at least 1 foot below the planned
finished floor slab to provide drainage. Footing drains should discharge into tightlines leading
Robinson Noble, Inc
H-ly
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 13
to an appropriate collection and discharge point. For slabs -on -grade, a drainage path
should be provided from the capillary break material to the footing drain system. Roof
drains should not be connected to wall or footing drains.
Our experience with gently -sloping till sites is that the volume of water collected by
commercial building foundation drains and routed to the stormwater detention system is
insignificant when considered in the storm drainage design. We do not expect that the
foundation drain water will impact the design of the stormwater detention system.
Utilities
Our explorations indicate that deep dewatering will not be needed to install standard depth
utilities. Anticipated groundwater is expected to be handled with pumps in the trenches.
We also expect that some groundwater seepage may develop during and following the
wetter times of the year. We expect this seepage to mostly occur in pockets. We do not
expect significant volumes of water in these excavations.
The soils likely to be exposed in utility trenches after site'stripping are considered highly
moisture sensitive. We recommend that they be considered for trench backfill during the
drier portions of the year, provided these soils are within 2 percent of their optimum
moisture content and are suitable to meet compaction specifications. During the wet
season, it may be difficult to achieve compaction specifications; therefore, soil amendment
with kiln dust or cement may be needed to achieve proper compaction with the on -site
materials. The amount of organics encountered will also determine if onsite soil can be
used or if imported materials are needed. Additional overexcavation may be needed in
areas to confirm the utilities are supported on native bearing soil or structural fill extending
to these soils.
Pavement Subgrade
The performance of roadway pavement is critically related to the conditions of the
underlying subgrade. We recommend that the subgrade soils within the roadways be
IRobinson Noble, Inc
H-t5*
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001 A
April 23, 2010
Page 14-
prepared as described in the Site Preparation and Grading subsection of this report. Prior
to placing base material, the subgrade soils should be compacted to a non -yielding state
with a vibratory roller compactor and then proof -rolled with a piece of heavy construction
equipment, such as a fully -loaded dump truck. Any areas with excessive weaving or
flexing should be overexcavated and recompacted or replaced with a structural fill or
crushed rock placed and compacted in accordance with recommendations provided in the
Structural Fill subsection of this report.
An alternative to complete removal of all the existing fill would be to remove the upper 2
feet in the pavement areas and compact the existing surface. if the existing fill can be
compacted to a dense state, then 2 feet of granular import could be placed for the
pavement section. If this method is used, there is some additional risk of settlement in the
pavement area. Additional maintenance would be expected. The amount of fill removed
and the degree of compaction will reduce the risks.
CONSTRUCTION OBSERVATION
We should be retained to provide observation and consultation services during construction
to confirm that the conditions encountered are consistent with those indicated by the
explorations, and to provide recommendations for design changes, should the conditions
revealed during the work differ from those anticipated. As part of our services,'we would
also evaluate whether or not earthwork and foundation installation activities comply with
contract plans and specifications.
USE OF THIS REPORT
We have prepared this report for O'Reilly Auto Parts and its agents, for use in planning and
design of this project. The data and report should be provided to prospective contractors
for their bidding and estimating purposes, but our report, conclusions and interpretations
should not be construed as a warranty of subsurface conditions.
Robinson Noble, Inc
H-16
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No. 2587-001A
April 23, 2010
Page 15
The scope of our services does not include services related to construction safety
precautions, and our recommendations are not intended to direct the contractors' methods,
techniques, sequences or procedures, except as specifically described in our report, for
consideration in design. There are possible variations in subsurface conditions.. We
recommend that project planning include contingencies in budget and schedule, should
areas be found with conditions that vary from those described in this report.
Within the limitations of scope, schedule and budget for our services, we have strived to
take care that our services have been completed in accordance with generally accepted
practices followed in this area at the time this report was prepared. No other conditions,
expressed or implied, should be understood.
000
0
Robinson Noble, Inc
H-/7
N
Geotechnical Engineering Report
O'Reilly Auto Part Store
23005 State Route #99
Edmonds, Washington
RN File No, 2587-001A
April 23, 2010
Page 16
We appreciate the opportunity to be of service to you. If there are any questions
concerning this report or if we can provide additional services, please call.
Sincerely,
Robinson Noble, Inc.
4, m
Kevin Boekholt, EIT
Project Engineer
Rick B. Powell, PE
Principal Engineer
KWB:RBP:am
Three Copies Submitted
Nine Figures
Information about this Geotechnical Engineering Report
cc: Dale M. Allison, ATC - Director, National Client Management
Robinson Noble, InG
H-18
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Address: 23005 SR 99, Edmonds, WA
ROBINSON
L— NOBLE 17625-130th Ave NE, C-102 -
Phone: (425) 488-0599 O'Reilly Auto Parts
Fax: (425) 488-2330
File Number Figure
2587-001A 1
'oodinIville, WA - 98072 1
14- 1 C1
Site Plan
0 OT IA1
Cj IW44r
41 4e
LM
67
3
F3
B-2
0
13
A
LEGEND
B-1
Number and Approximate
Location of Soil Boring 1
0 50 100
Scale 1" = 60'
Reference: Based on site plan provided by O'Reilly Auto Parts, dated 03-04-2010
Phone: (425) 488-0599 O'Reilly Auto Parts - 23005 S R99 Edmonds, WA
Fax: (425) 488-2330
ROBINSON File Number 2587-001A I F1,ure 2
NOBLE 17626-i3Oth Ave NE, C-102 - Woodinville, WA - 98072
H--w
UNIFI . ED SOIL CLASSIFICATION SYSTEM
MAJOR DIVISIONS
GROUP
GROUPNAME
SYMBOL
GRAVEL
GW
WELL -GRADED GRAVEL, FINE TO COARSE GRAVEL
COARSE-
CLEAN GRAVEL
GP
POORLY -GRADED GRAVEL
GRAINED
MORE THAN 50% OF
GM
SILTY GRAVEL
COARSE FRACTION
GRAVEL
SOILS
RETAINED ON NO. 4
WITH FINES
SIEVE
GC
CLAYEY GRAVEL
SAND
CLEAN SAND
sw
WELL -GRADED SAND, FINE TO COARSE SAND
MORE THAN 60%
SID
POORLY -GRADED SAND
RETAINED ON
S M
SILTY SAND
NO. 200 SIEVE
MORE THAN 50% OF
COARSE FRACTION
PASSES NO. 4 SIEVE
SAND
.
SC
CLAYEY SAND
WITH FINES
FINE -
SILT AND CLAY
INORGANIC
ML
SILT
CL
CLAY
GRAINED
SOILS
LIQUID LIMIT
LESS THAN 50%
ORGANIC
OL
ORGANIC SILT, ORGANIC CLAY
SILTAND CLAY
INORGANIC
MH
SILT OF HIGH PLASTICITY, ELASTIC SILT
CH
CLAY OF HIGH PLASTICITY, FAT CLAY
MORETHAN50%
ORGANIC
OH
ORGANIC CLAY. ORGANIC SILT
PASSES NO. 200 SIEVE
LIQUID LIMIT
50% OR MORE
HIGHLY ORGANIC SOILS
PT
NOTES:
SOIL MOISTURE MODIFIERS
1) Field classification Is based on
Dry- Absence of moisture, dusty, dry
visual examination or soli In general
to the touch
accordance with ASTM D 24 88-93.
Moist- Damp, but no visible water
2) Sall classification using laboratory
tests Is based on ASTM D 2487-93.
Wet- Visible free water or saturated,
3) Descriptions of soil density or
usually soil Is obtained from
consistency are bas . ad on
below water table
Interpretation of blowcount data,
visual appearance, of soils. and/or
test data.
Modifications have been applied to ASTM methods to describe sit and clay content.
KEY TO BORING LOG
SYMBOLS
— Letter symbol for soil type
Contact between soil strata
— (Dashed fine Indicates approximate
contact between soils)
Ground water level
— Letter symbol to . r soil type
0 Blows required to drive
sample 12 In. using SPT
MC (13) c % Moisture = riftlilbi of water)
(Welgig of dry soil)
DD = Dry Density
NOTE: The stratification lines represent the approximate boundaries between soil types and the transition may be gradual
Soil Classification and
Phone: 425�488-0599
�425,
Boring Log Key
Fax:
488-2330
ROBINSON'
NOBLE
17625-1130th Ave NE, Suite 102 - Woodinville, WA- 98072
Figure 3
H-7.1
Date 411212010 Hole diameter 8"
B-1 Logged by Kw8 Hole depth is,
Driller Holocene Well diameter NIA
Page 1 of 1 Elevation Well depth N/A
LITHOLOGY / DESCRIPTION
6
yj
:3
Sample
i�
0 ?0-
W
Static
Water
Level
:z:z
0
Standard Penetration Resistance
(140 lb. weight, 30" drop)
0 Blows per foot
Moisture Content
0 10 20 30 40 50 50+
BARK and WOOD CHIPS (FILL)
... .. . .. . .. ...... .. ......... ...... .. ........ .... .... .... . . .......
Brown fine to coarse SAND with gravel (EILL)
AF
. ..............
SW
2—
3—
4—
5—
6-
7—
8—
9—
10 .
12-
13—
14—
15—
16-
17-
18-
19—
20—
21-
22-
23-
24
25 .
67%
rq
q
........................................
.......... ...... .............. ...................... I ... ...
---------- : ---------- ......... -------....................
-------------------- .................. .....................
...........................................................
Dark brown to black SILTY fine to coarse SAND
With organics and gravel (Loose, Moist) (FILL)
Brown fine to coarse SAND with silty clay and
gravel (Loose, Moist) (FILL)
S M
SW -SC
Dense GRAVEL encountered
Brown SILTY fine to coarse SAND with gravel
(Dense, Moist) (TILL)
Sm
am
Ogg
Boring 2 complete at 15feet on4 12 010
Groundwater seepage was not encountered
Phone: (425) 488-0599
Fax: (425) 488-2330
ROBINSON'
NOBLE 17625-130 Ave NE, Suite 102 - Woodinville, WA - 98032
O'Reilly Auto Parts - 23005 SR99 Edmonds, WA
File Number
2587-0=01A
1gure
4
9-2.2.
Date 4/12/2010 Hole diameter 8..
B-2 Logged by KWB Hole depth 15,
Driller Holocene Well diameter N/A
Page 1 of I Elevation Well depth NIA
LITHOLOGY / DESCRIPTION
6
(6
:5
Sample
0
U
0
Static
Water
Level
CL
Standard Penetration Resistance
(140 lb. weight, 30" drop)
0 Blows per foot
0 Moisture Content
0 10 20 30 40 50 50+
BARK and WOOD CHIPS (FILL)
...........................................................................................................................
Dark brown to black ORGANIC SILT with wood debris
and fine to medium sand (Soft, Wet) (EILL)
...........................................................................................................................
Gary SILTY fine SAND with organics and silt
(Medium Dense, Moist) (FILL)
AF
..........
OL
...........
SM
2—
3—
4—
5—
6-
7—
8—
10
12-
13—
14—
15—
16-
17-
18-
19
20 —
21
22-
23-
24
25 .
......... ------- ......... ..........
...... ......................... . .....
62
...... --------- ------............... ......... --------
----------- --------- ------------------------------------------
..... ............................... ..
7—
Dense GRAVEL encountered
Gray SILTY fine to medium SAND with gravel
(Very Dense, Moist) (TILL)
SM
77��
777
Boring 2 complete at 15 feet on 4/12/2010
Slight groundwater seepage near 13 feet
Phone: (425) 488-0599
Fax: (425) 488-2330
ROBINSON
NOBLE 17625-`130 Ave NE, Suite 102 - Woodinville, WA - 08032
O'Reilly Auto Parts - 23005 SR99 Edmonds, WA
File Number
2587-OOIA
F gure
1 5
H- 2.3
Date 4112/2010 Hole diameter 8"
B-3 Logged by I'M Hole depth 15,
Driller Holocene Well diameter NIA
Page 1 of 1 Elevation Well depth NIA
LITHOLOGY I DESCRIPTION
6
(6
:3
Sample
2� -@
e
Static
Water
Level
W
Standard Penetration Resistance
(140 lb. weight, 30" drop)
0 Blows per foot
w Moisture Content
0 10 20 30 40 50 50+
CRUSH ROCK (Medium Dense,,Moist) (FILL)
...................................................................................................................... ....
Brown SILTY fine to coarse SAND with pulverized
gravel (Very Dense, Moist) (TILL)
Gray SILTY fine to coarse SANDMth gravel
(Very Dense, Moist) (TILL)
Gray SILTY fine to coarse SAND with gravel
(Very Dense, Moist) (TILL)
GW
.......
SM
SM
Sm
2—
3—
4-
5 .
6
7—
8—
9-
10—
12-
13�
14—
15—
17-
18-
19—
20-
21-
22-
23-
24-
25—
........ --------- ......... .................. .........
92
.............................. .... ...
.5
I ......... ........... -------
................... .......... ........
.............................
Boring 3 complete at 15 feet on 4112/2010
Groundwater seepage was not encountered
Phone: (426) 488-0599
Fax: (426) 488-2330
ROBINSON
NOBLE 17625-130 Ave NE., Suite 102 - Woodinville, WA - 98032
O'Reilly Auto Parts - 23005 SR99 Edmonds, WA
File Number
1 2587-001A
Figure
I
Y-2y
Date 4/12/2010 Hole diameter 8"
B-4 Logged by KWE3 Hole depth 15,
Driller Holocene Well diameter N/A
Page I of 1 Elevation Well depth N/A
LITHOLOGY / DESCRIPTION
6
Sample
>
Static
water
Level
Standard Penetration Resistance
(140 lb. weight, 30" drop)
0 Blows per foot
iii Moisture Content
0 10 20 30 40 50 50+
WOOD CHIPS (From 0.0 to 2.7 foot depth)
AF
AF
2—
3
4
5 .
6-
7—
8—
10-
12—
.13—
4-
15—
16-
17-
18-
19-
20—
21
22-
23-
24—
25-
......... ......... ......... I .......... ..... ....... ......
88
............................... .... ...
57 -b
.......... ......... ......... ......... ....................
------------
................... ..................... .. ......
Gray SILTY fine to coarse SAND with gravel
(Dense, Moist) (TILL)
Gray SILTY fine to coarse SAND with gravel
(Very Dense, Moist) (TILL)
Gray SILTY fine to coarse SAND with gravel
(Very Dense, Moist) (TILL)
S
Sm
Sm
c 0-m-Flete at 16 feet on 4/1212010
Groundwater seepage was not encountered
--.a ... A -
Phone: (425) 488-0599
Fax: (425) 488-2330
ROBINSON
NOBLE 17625-130 Ave NE. Suite 102 - Woodinville, WA - 98032
O'Reilly Auto Parts - 23005 SR99 Edmonds, WA
File Number
2587-OOIA
Figure
I
H-2 5
Grain Size Analysis
U.S. Standard Sieve Opening- in Inches U.S. Standard Sieve Numbers Hydrometer Results
100% 20 6 4 3 1 Y. V. Y, V. #4 10 16 . 2030 40 50 IOD . 200 0%
.... ........ .......
.......................... ............... ............ .............. .......
90% ------ .. .... ....... ------------ ............... --------- .......... 1 ... ....... 10%
............... . . .
.......... 41 ....... .............. ...... . ............................ 117-....'
..' .............
80% -
........ ...... ............... .............. ..................... ............. 20%
.................... ------
Z( 70% ........ ........ .......... 41 .........
------ 30%
............. ......... ........ --------- ...... -------
...... ......... _ ....... ............... 40%
60% -------- *.,.-,. -------- ------ . . ..........
:
------------
........... ------ ------------
.0
50% -
............. ------ ...........
.0
50% -
A ..................... ..
............ ...............
............ -------
M 40% ...... ...........
60% r
.... ............... ....... ........... ............
-------------
----------- ------- ------- 70% aj
30%- ------ ...... .
. ::: ! : : ! :
........... ...... ------------ ...... ......... ...... ............
20% - ........
------------------- ------------- - ------- ------------ ---------- . ......... 1 .......
80%
............... ...............
N" .'
............
0
10 Y( I -------- I ....... . ........
........... ........... .... ..
90%
.......... -------- ------- .......
0% t
100%
1000 100 10 1 0.1 0.01 0.001
Grain Size In Millimeters
11
Cobbles
L-
I Gravels
I Sands
Silts
I
Clays
I 1
11
I Coarse. I Fine
I Co. I M Fine
Date: 04/20/16
Sample #:
Sample ID: Suitable Fill
Source:
Project: NUD
Location:
Boring #: B-1
Depth: 8.25
DIO = 0.07
Djo= 0.28
D"O = 0.80
Cc= 1.35
Cu. 11.45
Uquid Limit= n/a
Plastic Limit= n1a
Plasticity Index= n/a
USCS Classification
SW -SC, Well -graded Sand wi
Specifications
No Specs
Sample Meets Specs
No
Fineness Modulus
2.80
% Gravel
15.8%
5�. Silt & Clay
103%
% Sand
73.5%
Coar-se
ctuH
n(cipoluted
thies
rc�a=�J
ter-pora-7
Section
Cumulative
Cumulative
Section
Cumulative
Cumulative
Sieve Size
Percent
Percent
Pcrccnl I
Percent
1
Specs
us Metri
Passing
Passing
1"
Max Min
us
Passing
Passing
F Max Min
6.00"
150.00
100.0%
#4
4.750
84.2%
84.2%
4
100.00
100.0%
N8
2.360
72.7%
3.00"
75.00
100.0%
#10
2.000
70.9%
70.9%
2.50"
63.00
100.0%
#16
1.190
64.2%
2.00"
50.00
100.0%
#20
0.850
61.5%
61.5%
1.75"
45.00
100.0%
#30
0.600
53.2%
1.501,
37.50
100.0%
#40
0.425
47.4%
47.4%.
1.251,
3 t.50
100.0%
#50
0.300
32.8%
1.00"
25.00
100.0%
V60
0.250
26.9%
26.9%
7/8"
22.40
100.0%
#80
0.180
20.6%
3/4"
19.00
100.0%
1.100
0.150
17.9%
17.9%
518"
16.00
100.00/0
0140
0.106
13.7%
1/2"
12.50
98.7%
98.7%
#170
1 0.090
12.1%
3/8"
950
94.9%
94.9%
#200
0.075
10.7%
10.7%
114"
630
87.7%
#270
0.0 53
114
4.75
84.2%
84.2%
Cap)Tiqlu
Spem Ensim
PS. 1996-2005
17625 - 130th Ave NE, Suite 102 18019 25th Ave NE
Robinson Noble, Ine. Woodinville WA, 98072 Figure 8
H-2(o
Grain Size Analysis
U.S. Standard Sieve Opening in Inches U.S. Standard Sieve Number-, Hydrometer Results
100%
90%
80%
F- 70%
60%
50%
C:
40%
.-,! 3 0 %
20%
10%
0%
0%
10%
20%
30%
wc
40%
50%
60% wc
70%
Of
80%
90%
100%
1000 10 1 0.1 0.01 0.001
Grain Size in Millimeters
20 6, 4 3 17. 7, A 7. 04 IV 10 dV IV qu 0V
. .. ... ...... - --------- .............. ------ ------
:T': ......
.......... ................ .. ...... ....... ------
... ... 444.; ............... 17" ..... ... ------
..............
............. ............ ... ....... ...... 17,
4- �14-114-
............ . . . . .. . . . . . . . . . ........... . . . . . . . . . . . . . . . . . . . ......
...............
4- ------
...............
4- - - - - -
- - - - - - - - - - :4 1
Y. . . . . . .
. . . .. . . . . . .......... I., . . . . . . . . . . . . . . . .
. . . . . . . . . . . I - - - - - - - - - - I - - - - - - . . . . . .
............ . . . . . . . . .
t- - - --- - - - - - - - - - - - - - - 11 1 1. 2. . . . . . . . . . . . . . .
- - - - - - - - - - - -
. . . . . .. . . . . . ... . . . . . . . . . . . . . - - - - - -
. . . . . . . . . . . . . . . . . I - - - - - - -
- - - - - - - - - - - - - . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . .
. . . . . . . . . .
- - - - - - - - - - - - - - - - - - - - - - - -- L I . . . . . . . . . . . . . . . . . . . . . . . .
112
Cobbles
Gravels
Sands
Silts
Clays
Coarsc I Fine
I Co. I Medium Fine
Date: 04/20/10
Sample #:
Sample ID: TILL
Source:
Project: O'Reilly Auto
Location:
Boring #: B-4
Depth: 14.25 feet
D10- 0.04
D30 - 0.21
D60 = 1.26
Cc - 0.79
C,- 29.67
Liquid Limit= n/a
Plastic limit- nfa
Plasticity Index- n1a
USCS Classification
SM. Silly Sand with Grav
Specifications
No Specs
Sample Meets Specs
No
Fineness Modulus
2.96
% Gravel
23.1%
% Silt & Clay
17.6%
% Sand
59.3%
Coarse
Actual
(c1po (
Fines
Aetna
nterpolated
Section
Cumulative
Cumulative
Section
Cumulative
Cumulative
- 'K1-eTC7S-1ze -
Percent
Percent
-3-PR-S- Specs
- -Sievc Ske--
Percent
Percent Specs
us Metric
Passing
Passing
Max Min
us Metticl
Passing
Passing Max Min
6.00"
150.00
100.0%
#4
4.750
76.9%
76.9%
4.00"
100.00
100.0%
#8
2.360
67.1%
3.00"
75.00
100.0%
#10
2.000
65.7%
65.7%
2.50"
63.00
100.0%
#16
1.180
59.4%
2.00"
50.00
100.0%
420
0.850
56.8%
56.8%
1.751,
45.00
100.0%
H30
0.600
50.6%
1,501,
37.50
100.0%
#40
0.425
46.2%
46.2%
1.25"
31.50
100.0%
Y50
0.300
37.1%
1.001,
25.00
100.0%
#60
0,250
33A%
33.4%
7/8"
22.40
100.0%
#so
0.180
27.9%
3/4"
19.00
100.0%
#100
0.150
25.5%
25.5%
5/8"
16.00
100.0%
#140
0.106
20.9%
112"
112,50
92,4%
92,4%
#170
0.090
19.2%
3/8"
9.50
87.50/t
87.5%
#200
0.075
17.6%
17.6%
1/4"
630
80.4%
#270
0.053
H4
4.75
76.9%
76.9%
IRobinson Noble, Inc.
17625 - 130th Ave NE, Suite 102 18019 25th Ave NE
Woodinville WA, 98072 Figure 9
H-P
(-- Geolechnical EfloineePIO-9 RePOPI ---)
Geolechnical Services Ape Performed fop
Specific Purposes, Persons, and Projects
Geotechnical engineers structure their services to meet the specific needs of
their clients. A gentechnical engineering study conducted [of a civil engi-
neer may not fulfill the needs of a construction contractor or even another
civil engineer. Because each geotechnical engineering study is unique, each
geolechnical engineering report Is unique, prepared solelyfor the client. No
one except you should fely on your geolechnical engineering. repel without
first conferring With the geotechnical engineer who prepared it. And no one
— not evanyou —should apply the report for any purpose or project
except the one originally contemplated.
Read the Full Report
Serious problems have occurred because those relying on a geolechnical
engineering report did not read it all. Do not rely on an executive summary.
Do not read selected elements only.
A Geolechnical Engineering Report Is Based on
A Unique Set of Ppoject-Specific Factors
Geolechnical engineers consider a number of unique, project -specific fac-
tors when establishing the scope of a study. Typical factors include: the
client's goals, objectives, and risk management preferences; the general
nature of the structure involved, its size, and configuration-, the location of
the structure on the site, and other planned or existing site Improvements,
such as access roads, parking lots, and underground utilities. Unless the
geolechnical engineer who conducted the study specifically Indicates oth-
erwise, do not fely on a geolechnical engineering report that 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.
Typical changes that can erode the reliability of an existing geotechnical
engineering report include those that affect:
the function of the proposed structure, as when it's changed from a
parking garage to an office building, or from a light Industrial plant
to a refrigerated warehouse,
elevation, configuration, location, orientation, or weight of the
proposed structure,
composition of the design team, or
project ownership.
As a general rule, always inform your geotechnical engineer of project
changes --even minor ones —and request an assessment of their impact.
Geolechnical engineers cannot accept responsibility or liability for problems
that occur bemuse their reports do not consider developments of which
They tyefe not informed.
Subsurface Conditions Can Chanue
A geotechnical engineering report is based on conditions that existed at
the time the study was performed. Do not rely on a gootechnical engineer-
ing report whose adequacy may have been affected by: the passage of
time; by man-made. events, such as construction on or adjacent to the site;
or by natural events, such as floods, earthquak6s, or groundwater fluctua-
tions. Always contact the geotechnical engineer before applying the report
to determine if It is still reliable. A minor amount of additional testing or
analysis could prevent major problems.
Most Geotechnical Fludinus Ape Professional
Opinions
Site exploration identifies subsurface conditions only at those points where
subsurface tests are conducted or samples are taken. Geotechnical engi-
neers review field and laboratory data and then apply their professional
judgment to render an opinion about subsurface conditions throughout the
site. Actual subsurface conditions may differ —sometimes significantly —
from those indicated in your report. Retaining the geotechnical engineer
who developed your report to provide construction observation is the
most effective method of managing the risks associated with unanticipated
conditions. .
A Report's Recommendations Are Not Flual
Do not overrely on the construction recommendations included in your
report. Those recommendations are not final, because geotechnical engi-
neers develop them principally from judgment and opinion. Geolechnical
engineers can finalize their recommendations only by observing actual
H_Z6
subsurface conditions revealed during construction. The geolechnical
engineer who developedyour report cannot assume responsibifily or
liabifily for the report� recommendations if that engineer does not perform
construction observation.
A Geotechnical Engineeping Repopt Is Subject to
Misintepppetation
Other design Learn members' misinterpretation of geolechnicall engineering
reports has resulted in costly problems. Lower that risk by having your geo-
technical engineer confer with appropriate members of the design team after
submitting the report. Also retain your geolechnical engineer to review pedi-
nent elements of the design team's plans and specifications, Contractors can
also misinterpret a geolechnical engineering report. Reduce that risk by
having your geotechnical engineer participate in prebid and preconstfuclion
conferences, and by providing construction observation.
Do Not Redpaw the Enuinews Lous
Geolechnical engineers prepare final boring and testing logs based upon
their interpreta lion of field logs and laboratory data. To prevent errors or
omissions, the logs included in a geotechnical engineering report should
neverbe redrawn for inclusion In architectural or other design drawings.
Only photographic or electronic reproduction Is acceptable, but recognize
that separating logs from the repoll can elevate risk
Give Contpactops a Complete Repopt and
Guidance
Some owners and design professionals mistakenly believe they can make
contractors liable for unanticipated subsurface conditions by limiting what
[hey provide for bid preparation. To help prevent costly problerns, give con-
tractors the complete geolechnical engineering 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 the geolechnical
engineer who prepared the report (a modest fee may be required) andlor to
conduct additional study to obtain the specific Wes of information they
need or prefer. A prebld conference can also be valuable. Be sure conhac-
lots haVe suff1dent time to perform additional study. Only then might you
be in a position to give contractors the best information available to you,
while requiring them to at least share some of lhe firrdncial responsibilities
stemming from unanticipated conditions.
Read Responsibility Ppovislons Closely
Some clients, design professionals, and contractors do not recognize that
geolechnical engineering is far less exact than other engineering disci-
plines. This lack of understanding has- created unrealistic expectations that
have led to disappointments. claims, and disputes. To help reduce the risk
of such outcomes, geotechnical engineers commonly include a variety of
explanatory provisions in their reports. Sometimes labeled "limitations"
many of these provisions indicate Where geotechnical engineeis'iesponsi-
bilities begin and end, to help others recognize their own responsibilities
and risks. llead these provisions closely. Ask questions. Your geolechnical
engineer should respond fully and frankly.
Geoenviponmental Concepns Ape Not Coveped
The equipment, techniques, and personnel used to perform a geoenviron-
mentaistudy differ significantly from those used to perform a goolechnical
study. For that reason, a geolechnical engineering report does not usually
relate any gecenvironmental findings, conclusions, or recommendations;
e.g., about the likelihood of encountering underground storage tanks or
regulated contaminants. Unanticipated environmental problems have led
to numerous project failures. If you have not yet obtained your own geoen-
viionmental information, ask your geolechnical consultant for risk man-
agement guidance. Do not rely on an environmental reportprepared for
someone else.
Obtain Ppofessional Assistance To Deal with Mold
Diverse strategies can be applied during building design, construction,
operation, and maintenance to prevent significant amounts of mold from
growing on indoor surfaces. To be effective, all such strategies should be
devised for the express purpose of mold prevention, integrated into a com-
prehensive plan, and executed with diligent oversight by a professional
ff iold prevention consultant. Because just a small amount of water or
moisture can lead to the development of severe mold infestations, a num-
bef of mold prevention strategies focus on keeping building surfaces dry.
While groundwater, Water Infiltration, and similar Issues may have been
addressed as part of the geolechnical engineering study whose findings
are conveyed in this report, the geolechnical engineer in charge of this
project is not a mold prevention consultant; none of Me services per-
formed in connection with the geatechnical engineer's study
were designed or conducted for the purpose of moldpreven-
lion. Proper implementation of the recommendations conveyed
in this report will not of itself be sufficient to prevent mold front
growing in or on the structure involved.
Rely, on Youp ASFE-Membep Geotechnclal
Engineep top Additional Assistance
Membership in ASFE/The Best People on Earth exposes geotechnical
engineers to a wide array of risk management techniques that can be of
genuine benefit for everyone Involved with a construction project. Confer
with you ASFE-member gootechnical engineer for more information.
ASFE
The Best People an Eallh
8811 Colasvllle Road/Sulte G106, Silver Spring, MD 20910
Telephone: 301/565-2733 Facsimile: 301/589-2017
e-mail: info@aste.Drg www.asle.ofg
17npydght2004hyASF& Ina DuplIcaffoi% reproduction, arcopyIng of this document, In whole or In part, by any means whalsoever Is sidattyprohlbited. empt withASFft
specilic written permission. Excerpling, quoUng, or otherwise extracting wording from this document Is permitted only with the &%press written permission olASFE. and only for
pulposes of scholady research or book retlaw. Only members ofASFE may use this document as a complement to or as an element of a geolechrdcal engineering report, Any other
firm. IndkIdual. or other enli(y that so uses this document R41hout being an AW member could be commifflng negligent or Intentional (fraudulent) misrepresentation.
11GER06045.0M
#-Z.7
OPERATION AND MAINTENANCE GUIDELINES:
Operation and Maintenance Requirements: These guidelines are intended to provide operation and
maintenance instructions for the O'Reilly Auto Parts (23005 Highway 99) storm drainage control facilities.
The owner is responsible for maintenance of storm drainage facilities within the property. The owner is not
responsible for maintenance within the public right-of-way.
This manual is not comprehensive. Although it explains the intended operation of the various components
of the drainage system, and suggests a routine of inspection and maintenance, it cannot anticipate every
problern. Once a historical record of maintenance is established, it may be prudent to alter the routine. It is
recommended that maintenance records be kept, and that the records be reviewed periodically.
Concept of Operation: The drainage design is shown and described in the final site development
engineering plans and report. The approved site development plans and report should be retained by the
owner and used as a reference to identify drainage facilities outlined in this manual.
Conveyance Systems. The design objective in pipe sizing was to convey the large storm events without the
water surface exceeding the ground elevation. Frequent overtopping of the pipe system in a particular area
might indicate a downstream blockage. Overtopping of the drain systerns at the catch -basins is an
indication that maintenance is required.
Stormwater Storage Detention Tank System. The onsite detention system consists of an underground
detention tank under north of the proposed building. Onsite storm water runoff is routed to the detention
tank and discharged to 230"' St SW. The detention tank is a typical component of a storm water control
system for new development. Standard maintenance procedures should be followed.
Slormwater Filter System- FloGard Perk Filter System. The site contains a filter system that provides water
quality treatment and phosphorus removal. -A complete maintenance manual provided by the manufacture
is attached. Initial inspections of the filter system should occur every 6 months. Once a historical basis is
developed the frequency of inspection may be modified as necessary as outlined in the manufacture's
attached maintenance manual.
For additional and updated maintenance information visit the Washington State Department of Ecology's
web -site at: http://www.ecy.wa.gov/programs/wq/wqhome.htmi
Lovell-Saueriand and Associates O'Reilly Auto Parts
Final Engineering and Drainage Report 23005 Highway 99
LSA No. 5331 September 2011
No. 3 — Closed Detention Systems (Tanks/Vaults)
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected
Component
When Maintenance is
Performed
Storage Area
Plugged Air Vents
One-half of the cross section of a vent is
Vents open and
blocked at any point or the vent is damaged.
functioning.
Debris and Sediment
Accumulated sediment depth exceeds 10%
All sediment and
of the diameter of the storage area for 1/2
debris removed from
length of storage vault or any point depth
storage area.
exceeds 15% of diameter.
(Example: 72-inch storage tank would
require cleaning when sediment reaches
depth of 7 inches for more than 1/2 length of
tank.)
Joints Between
Any openings or voids allowing material to
All joint between
Tank/Pipe Section
be transported into facility.
tank/pipe sections
are sealed.
(Will require engineering analysis to
determine structural stability).
Tank Pipe Bent Out
Any part of tank/pipe is bent out of shape
Tank/pipe repaired or
of Shape
more than 10% of its design shape. (Review
replaced to design.
required by engineer to determine structural
stability).
Vault Structure
Cracks wider than 1/2-inch and any
Vault replaced or
Includes Cracks in
evidence of soil particles entering the
repaired to design
Wall, Bottom,
structure through the cracks, or
specifications and is
Damage to Frame
maintenance/inspection personnel
structurally sound.
and/or Top Slab
determines that the vault is not structurally
sound. .
Cracks wider than 1/2-inch at the joint of any
No cracks more than
inlet/outlet pipe or any evidence of soil
1/4-inch wide at the
particles entering the vault through the walls.
joint of the inlet/outlet
pipe.
Manhole
Cover Not in Place
Cover is missing or only partially in place.
Manhole is closed.
Any open manhole requires maintenance.
Locking Mechanism
Mechanism cannot be opened by one
Mechanism opens
Not Working
maintenance person with proper tools. Bolts
with proper tools.
into frame have less than 1/2 inch of thread
(may not apply to self-locking lids).
Cover Difficult to
One maintenance person cannot remove lid
Cover ran be
Remove
after applying normal lifting pressure. Intent
removed and
is to keep cover from sealing off access to
reinstalled by one
maintenance.
maintenance person.
Ladder Rungs Unsafe
Ladder is unsafe due to missing rungs,
Ladder meets design
misalignment, not securely attached to
standards. Allows
structure wall, rust, or cracks.
maintenance person
safe access.
Catch Basins
See'Catch Basins"
See "Catch Basins" (No. 5).
See "Catch Basins"
(No. 5)
(No. 5).
4-34 Volume V —Runoff Treatment BMPs February 2005
.r- 0-
No. 4 — Control Structure/Flow Restrictor
Maintenance
Defect
Condition When Maintenance is Needed
Results Expected
Component
When Maintenance
is Performed
General
Trash and Debris
Material exceeds 25% of sump depth or 1
Control structure
(Includes Sediment)
foot below orifice plate.
orifice is not blocked.
All trash and debris
removed.
Structural Damage
Structure is not securely attached to
Structure securely
manhole wall.
attached to wall and
outlet pipe.
Structure is not in upright position (allow up
Structure in correct
to 10% from plumb).
position.
Connections to outlet pipe are not watertight
Connections to outlet
and show signs of rust.
pipe are water tight;
structure repaired or
replaced and works
as designed.
Any holes --other than designed hofes--in the
Structure has no
structure.
holes other than
designed holes.
Cleanout Gate
Damaged or Missing
Cleanout gate is not watertight or is missing.
Gate is watertight
and works as
designed.
Gate cannot be moved up and down by one
Gate moves up and
maintenance person.
down easily and is
watertight.
Chain/rod leading to gate is missing or
Chain is in place and
damaged.
works as designed.
Gate is rusted over 50% of its surface area.
Gate is repaired or
replaced to meet
design standards.
Orifice Plate
Damaged or Missing
Control device is not working properly due to
Plate is in place and
missing, out of place, or bent orifice plate.
works as designed.
Obstructions
Any trash, debris, sediment, or vegetation
Plate is free of all
blocking the plate.
obstructions and
works as designed.
Overflow Pipe
Obstructions
Any trash or debris blocking (or having the
Pipe is free of all
potential of blocking) the overflow pipe.
obstructions and
works as designed.
Manhole
See "Closed
See "Closed Detention Systems" (No. 3).
See "Closed
Detention Systems"
(No. 3).
Detention Systems"
(No. 3).
Catch Basin
See "Catch Basins"
See "Catch Basins" (No. 5).
See "Catch Basins."
I
(No. 5). 1
(No. 5).
February 2005 Volume V —Runoff Treatment BMPs 4-35
2--3
No. 5 - Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
General
Trash &
Trash or debris which is located immediately
No Trash or debris located
Debris
in front of the catch basin opening or is
immediately in front of
blocking inletting capacity of the basin by
catch basin or on grate
more than 10%.
opening.
Trash or debris (in the basin) that exceeds 60
No trash or debris in the
percent of the sump depth as measured from
catch basin.
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of six inches clearance
from the debris surface to the invert of the
lowest pipe.
Trash or debris in any inlet or outlet pipe
Inlet and outlet pipes free
blocking more than 1/3 of its height.
of trash or debris.
Dead animals or vegetation that could
No dead animals or
generate odors that could cause complaints
vegetation present within
or dangerous gases (e.g., methane).
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
No sediment in the catch
percent of the sump depth as measured from
basin
the bottom of basin to invert of the lowest
pipe into or out of the basin, but in no case
less than a minimum of 6 inches clearance
from the sediment surface to the invert of the
lowest pipe.
Structure
Top slab has holes larger than 2 square
Top slab is free of holes
Damage to
inches or cracks wider than 1/4 inch
and cracks.
Frame and/or
Top Slab
(Intent is to make sure no material is running
into basin).
Frame not sitting flush on top slab, i.e.,
Frame is sitting flush on
separation of more than 3/4 inch of the frame
the riser rings or top slab
from the top slab. Frame not securely
and firmly attached.
attached
Fractures or
Maintenance person judges that structure is
Basin replaced or repaired
Cracksin
unsound.
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
Pipe is regrouted and
than 1/2 inch and longer than 1 foot at the
secure at basin wall.
joint of any inlet/outlet pipe or any evidence of
soil particles entering catch basin through
cracks.
Settlement/
If failure of basin has created a safety,
Basin replaced or repaired
Misalignment
function, or design problem.
to design standards.
Vegetation
Vegetation growing across and blocking more
No vegetation blocking
than 10% of the basin opening.
opening to basin.
Vegetation growing in inlet/outlet pipe joints
No vegetation or root
that is more than six inches tall and less than
growth present.
six inches apart.
4-36
Volume V —Runoff Treatment BMPs
February 2005
X- &/
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Results Expected When
Component
Maintenance is
performed
Contamination
See "Detention Ponds" (No. 1).
No pollution present.
and Pollution
Catch Basin
Cover Not in
Cover is missing or only partially in place.
Catch basin cover is
Cover
Place
Any open catch basin requires maintenance.
closed
Locking
Mechanism cannot be opened by one
Mechanism opens with
Mechanism
maintenance person with proper tools. Bolts
proper tools.
Not Working
into frame have less than 1/2 inch of thread.
Cover Difficult
One maintenance person cannot remove lid
Cover can be removed by
to Remove
after applying normal lifting pressure.
one maintenance person.
(intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Ladder is unsafe due to missing rungs, not
Ladder meets design
Unsafe
securely attached to basin wall,
standards and allows
misalignment, rust, cracks, or sharp edges.
maintenance person safe
access.
Metal Grates
Grate opening
Grate with opening wider than 7/8 inch.
Grate opening meets
(If Applicable)
Unsafe
design standards.
Trash and
Trash and debris that is blocking more than
Grate free of trash and
Debris
20% of grate surface inletting capacity.
debris.
Damaged or
Grate missing or broken member(s) of the
Grate is in place and
Missing.
grate.
meets design standards.
No. 6 — Debris Barriers (e.g., Trash Racks)
in a
,MA.� "tin' ride
Defect
Condition When-Maihti6a.n6e'js.
Results Expected When
�!Coqijponents�
Needed
Maintenance is Performed
General
Trash and
Trash or debris that is plugging more
Barrier cleared to design flow
Debris
than 20% of the openings in the barrier.
capacity.
Metal
Damaged/
Bars are bent out of shape more than 3
Bars in place with no bends more
Missing
inches.
than 3/4 inch.
Bars.
Bars are missing or entire barrier
Bars in place according to design.
missing.
Bars are loose and rust is causing 50%
Barrier replaced or repaired to
deterioration to any part of barrier.
design standards.
Inlet/Outlet
Debris barrier missing or not attached to
Barrier firmly attached to pipe
Pipe
pipe
February 2005 Volume V —Runoff Treatment BMPs 4-37
z-5
M-11
FloGard@ Perk Filter Systems
Operations and Maintenance Manual
Version WA DOE June 1, 2010
CA
Z--(*
2 1 P a g e FloGardO Perk Filter System 0 & M Manual
FloGard@ Perk Filter Systems- Radial Media Filtration
Description / Basic Function
The Perk Filter is a stormwater filtration device used to reduce pollutant loading in runoff from urban
developments. Impervious surfaces and other urban and suburban landscapes generate a variety of
contaminants that can enter stormwater, polluting downstream receiving waters. The Perk Filter captures
and retains sediment, oils, metals and other target constituents close to the source and reduces the total
discharge load.
The Perk Filter cartridge is manufactured from durable polymeric components with a
polymer-coateO steel support screen and stainless steel hardware. Its base construction
allows use with a wide variety of media chosen to address site -specific pollutants of concern.
Perk Filters may be installed as a retrofit to suitable existing curb inlet, drop inlet, or combination catch
basins, as an integral part of a coated steel- or concrete -housed stormwater inlet system for commercial,
residential, and industrial developments, or as centralized modular treatment system installed either on-
line or off-line.
Prefiltration
Systems constructed with a catch basin inlet are equipped with a FloGard@Plus Catch Basin Insert for
pre -filtration. This insert captures gross pollutants such as trash, debris, hydrocarbons, and large
sediment particles.
Gravity Separation
Some Perk Filter systems have an inlet bay wherein the initial stormwater flows are received. This is
separated from the main treatment chamber by a baffle wall with weir assembly. Medium size sediment
particles are retained in the inlet bay. A drain down assembly to eliminate standing water from the inlet
bay area between storm events is included in standard configurations.
Media Filtration
Once the stormwater enters the treatment chamber, it will pass through the filtration cartridges containing
the project -specified filter media as the water level rises in the chamber. Very fine pollutant particulates
will be retained in the filter cartridges as the water flows through the media to an interior perforated pipe,
dropping the treated stormwater into an outlet chamber below a false floor.
Peak Flow Bypass
Perk Filter systems are designed with a peak flow bypass to ensure the system will not back up and
cause upstream flooding during extraordinary storm events. The bypass weir is an integral part of the
baffle wall assembly in the inlet bay and allows peak flow stormwater directly to the outlet chamber.
KriStar Enterprises, Inc.
360 Sutton Place
Santa Rosa, CA 95407
(800) 579-8819
www.kristar.com
-T-7
3 1 P a g e - FloGard" Perk Filter System 0 & M Manual
Maintenance Overview for FloGard@ Perk Filter Systems
State and Local regulations require that stormwater management systems be maintained and serviced
on a recurring basis. The purpose of maintaining a clean and obstruction free Perk Filter system is to
ensure the system performs the intended function of the pri mary design. Trash and debris, floatables,
gross pollutants and sediment can build up in any stormwater system. This can cause the system to
function improperly by impeding flow in and out of the system and reducing the operating efficiency of the
media filters. Downstream and upstream, areas could run the risk of flooding and deleterious
environmental impact.
Recommended Frequency of Service
It is recommended that FloGard(O Perk Filter systems be serviced on a regularly occurring basis.
Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash,
debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However,
it is recommended that each installation be inspected in accordance with the following guidelines:
Level I Inspection Service — Six (6) months after unit is placed into service, or six (6) months after a
Level 2 or Level 3 inspection.
Level 2 Inspection Service- Four (4) months after a Level 1 inspection or ten (10) months after a Level
3 service.
Level 3 Service — As determined by findings from Level 2 inspection service reports indicating a media
filter change or system repairs are required to maintain the operating efficiency of the system.
Service Procedures
Inlet Bay
1. The inlet manhole cover(s) and or grate(s) shall be removed and placed to one side.
2. For systems with a FloGard Plus Catch Basin Insert, the insert will be cleaned in accordance with
the general specifications for maintenance of those devices. After cleaning the filter shall be
removed and set aside.
3. Any debris will be removed from the inlet bay(s) and disposed of in accordance with local
regulations.
4. Check and clean the area behind and under the inlet weir/bypass assembly. Remove assembly
as necessary to conduct inspection.
5. Check drain down assembly and clean if necessary.
6. Re -install catch basin insert filter.
7. Re -install grate or manhole access cover.
Cartridge Bay
1. Remove and place to one side the manhole access covers above the cartridge bay.
2. A Level 1 inspection service shall consist of a visual inspection from the surface level. Observe
and note the condition of the cartridge bay and the cartridges, measure sediment level, if any,
and note on maintenance record. Physical entry is not required unless the depth prevents the
entire cartridge bay area from being observed.
KriStar Enterprises, Inc.
360 Sutton Place
Santa Rosa, CA 95407
(800) 579-8819
www.kristar.com
X- 8
4 1 P a g e - FloGard' Perk Filter System 0 & M Manual
3. A Level 2 inspection service shall consist of a physical, confined -space entry into the cartridge
bay. The filter cartridges and filter media shall be inspected for condition and filter media life, the
sediment level, if any, measured, and any trash or debris removed and disposed of in accordance
with local regulations. All information and recommendations shall be noted on the maintenance
record.
4. A Level 3 service shall consist of a physical, confined -space entry into the cartridge bay. The filter
cartridges shall be removed and replaced with re -charged exchange filter cartridges. As an
option, the filter media may be removed of on -site, the cartridges cleaned, and replacement
media be installed into the cartridges. All spent filter media shall be disposed of in accordance
with local regulations.
5. Upon completion of inspection/service, re -install the manhole access cover(s).
6. The manhole cover(s) and/or grate(s) shall be replaced.
Inspection / Maintenance Requirements
Listed below are some recommendations for equipment and training for personnel to inspect and
maintain a FloGard@ Perk Filter system.
Personnel — OSHA Confined Space Entry Training is a prerequisite for entrance into a
system. In the state of California personnel should be CalOSHA certified.
Equipment — Record Taking (pen, paper, voice recorder)
Proper Clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.)
Flashlight
Tape Measure
Measuring Stick
Pry Bar
Traffic Control (Flagging, barricades, signage, cones, etc.)
First aid materials
Debris and Contaminant collectors
Debris and Contaminant containers
Vacuum Truck
Disposal of Gross Pollutants, Hydrocarbons, Sediment, and Filter Media
The collected gross pollutants, hydrocarbons, sediment, and filter media shall be disposed of in
accordance with local, state and/or federal agency requirements.
KriStar Enterprises, Inc.
360 Sutton Place
Santa Rosa, CA 95407
(800) 579-8819
www.kristar.com
7-- c?
DATE RECEIVED44,
[PERMIT EX PIRES Cghs.&_
CITY OF EDMONDS
PERMIT
ZONE." NUMBE5a��416
CONSTRUCTION PERMIT APPLICATION
J0 SUITVAPT#
ADDRESS
JY)OL5- A� q9
IA
OWNER NAVE #4AME OF BUSINE S
PLAT NAME/SUBDIVISIQN NO.
LOT NO.a
LID NO.
LID FEE $
MAILING ADDRESS
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VT
PUBLIC RIGHT OF WAY PER OFFICIAL STREET MAP
EXISTING PROPOSED
REQUIRED DEDICATION— Fr
AP rZ�
RW PermRPR Ired
Stroat Use Pamit PAO
Inspecdon Required 13
Sidewalk Required 13
Undamround
Wiring required 11
CITY ZIP
TELEPHONE
NAME
METER SIZE
LINE SIZE
NO. OF FIXTURES
PRV REQUIRED
YES13 NO 13
x
ADDRESS
REMARKS
OWNER/CONTRACTOR RESPONSIBLE FOR EROSION CONTROLIDRAINAGE
CITY ZIP
TELEPHONE
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ENGIN EERING REVIEWED BY
ADDRESS
FIRE REVIEWED By DATE
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STATE LICENSE NUMBER EXPI�A 0 ;CH
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'COMPLETE �,E
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PROPERTY TAX ACCOUNT, PARC EL NO. V� .0'.
— V_R PLUMBING MECH
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'FRONT SIDE :�:.AEAR
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REPAIR CYDS X FT)
REMARKS
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E3 GARAGE RETAINING WALL EyF RE,SPRINKLER:
CARPORT EL ROCKERY, FIREALARM�
(rYPE OF USE, BUSIN;Mj WIV
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CHECKED BY
TYPE, CO RU
OCCUPANT
GROUP
NUMBER
OF
STORIES—,--*,
NUMBER OF
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UNITS
CRITICAL
AREAS
NUMBER
01
0
0
SPECIAL INSPECTION
REQUIRED [3 YE
P
JAREA
OCCUPANT
LOAD
DESCRIBE WORK TO BE DONE'.
REMARKS
C jL
PROGRESS'INSPECTIONS-PERIUR 08/FINAL INSPECTION REO'D
03
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))ALUATIOW,
FEE
Description Description FEE
/,^v
�Plan,Chebk
State Surcharge
HEAT SOURCE GLAZING % -,LOT)SLOPE %
Building-Perm'lj — City Surcharge
PLAN CHECK NO;,V.,�� VESTED DATE -Plurribilig-)
Mechanical
THIS PERMIT AUTHORIZES ONLY THE WORK NOTED. THIS PERMIT COVERS WORK TO
I= BE DONE ON PRIVATE PROPERTY ONLY. ANY CONSTRUCTION ON THE PUBLIC
DOMAIN (CURBS, SIDEWALKS, DRIVEWAYS, MARQUEES., ETC.) WILL REQUIRE Grading
SEPARATE PERMISSION. Engr. Review
PERMIT APPLICATION: 180 DAYS
PERMIT LIMIT: I YEAR - PROVIDED WORK IS STARTED WITHIN 180 DAYS
SEE BACK OF PINK PERMIT FOR MORE INFORMATION Engr. Inspection
'APPLICANT ON BEHALF OF HIS OR HER SPOUSE, HEIRS. ASSIGNS AND SUCCESORS Fire Review Plan Chk. Deposit
IN INTEREST, AGREES TO INDEMNIFY, DEFEND AND HOLD HARMLESS THE CITY OF
2 EDMONDS, WASHINGTON, ITS OFFICIALS, EMPLOYEES, AND AGENTS FROM ANY Fire Inspection
IAND Receipt #
ALL CLAIMS FOR DAMAGES OF WHATEVER MATURE, ARISING DIRECTLY OR INDIRECTLY
FROM THE ISSUANCE OF THIS PERMIT. ISSUANCE OF THIS PERMIT SHALL NOT BE
9 DEEMED TO MODIFX WAIVE OR REDUCE ANY REQUIREMENT OF ANY CITY ORDINANCE Landscapelnsp. Total Amt. Due
0 NOR LIMIT IN ANY WAY THE CITYS ABILITY TO ENFORCE ANY ORDINANCE PROVISION.,
Recording Fee Receipt #
I HEREBY ACKNOWLEDGE THAT I HAVE READ THIS APPLICATION; THAT THE INFORMATION
GIVEN IS CORRECT, AND THAT I AM THE OWNER, OR THE DULY AUTHORIZED AGENT OF APPLICATION API IROVAL
THE OWNER. I AGREE TO COMPLY WITH CITY AND STATE LAWS REGULATING CONSTRUC- This application Is not a permit until signed by the
TION; AND IN DOING THE WORK LITHORIZED THEREBY. NO PERSON WILL BE EMPLOYED CALL /1119 Official orhiather Deputy: and Fees are paid, and
IN VIOLATION OF THE LABOR DE OF THE STATE OF WASHINGTON RELATING TO FOR INSPECTION receipt Is fpknowledged in space provided.
WORKMEN'S COMPENSA3" RANCE AND RCW 18.27.
kPIZICiALS SIGNj4RE DATE
§W.NAUqE (OWNER A D!AUE YGINED %. 5
31/6 771-0220 R BED
-4TTE4TION M 1333
IT IS UNLAWFUL TO USE OR OCCUPY A BUILDING OR STRUCTURE UNTIL
A FINAL INSPECTION HAS BEEN MADE AND APPROVAL OR A CERTIFI-
ORIGINAL-FILE YELLOW -INSPECTOR
CATE OF OCCUPANCY HAS BEEN GRANTED. UBC SECTION 109 PINK -OWNER GOLD -ASSESSOR
04/02 PRESS HARD -YOU ARE MAKING 5 COPIES GREEN - ACCOUNTING
CITY OF FDXVICA�10's
BUILDING DE�ZTPVIENT OZ -
WORK
ADDRES-�
OWNER
APPROVED DATE:
BLDG. OFFICIAL.
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This drawing was specifically created for: Tuff Shed
0 Proofs are property of Russell Sign Company and may not be reproduced in anyway
RUF�MLL without consent from Russell Sign Company. All proofs are for representation only.
SIGN a"
5629 208th St. SW Ste. H Lynnwood, WA 98036. 425.775.7010 Fax 425.673.5508
Ploneor National Title Inturance Com
WASHINGTON TITLE DIVISION
i'iled for Record at Request of
84042,60148
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11115 SPACk RESERVED FOR kfCopl)(R � USE.,
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A P IR I G AM 13 1
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DEPU'l .. .....
Quit Claim Deed
-CITY CLERK
Civic center
Edmonds, -washinZton
& � t &)
bA�l �_ � K_,�
Von" Los a
THEGRANTOR WILCE SHIOMI, MITSUKO SHIOMI and SANDRA L. CHINN,
as their interests appear of record
for and in consideration of One dollar , f or road purposes
convey and quit claim to City of Edmonds
the following described real estate, situated In the County of Snohomish
State of Washington including any interest therein which grantor may hereafter acquire:
The Northerly 10 feet of the following tract of land:
All that portion of Tract 15, plat of Skelton's Lake McAleer 5 Acre Tracts, per
the plat as recorded in Volume 6 of Plats, page 21, records of Snohomish County,
Washington, described as follows:
Beginning at the intersection of the North line thereof and the Easterly margin
of the Old U.S. 99 Highway;
thence along the North line thereof, N89'37'.38"E, a distance of 205.0 feet;
thence SO*43'37"E parallel with the East line thereof, a distance of 279.0 feet;
thence parallel with the North line, S89037'38"W, a distance of 218.18 feet to
an intersection with a line that is perpendicular to the said Easterly margin of
Old U.S. 99;
thence N64'16'W, a distance of 15.72 feet to a point of intersection with the West
line of said Tract 15;'
thence along said West line, NO'44'38"W, a distance of 218.01 feet to a point
of intersection with the Easterly margin of Old U.S. 99;
thence along said Easterly margin, N25'44'E, a distance of 61.3 feet to the Point of
Beginning.
together with the right to make all necessary cut or fill slope s on
the land of grantor'.s adjacent to the above -described real property
in connection with the construction, maintenance or improvement of
.the above -described real property for Purposes of apubli roadway.
Dated this ;2 0 day of ti r
(SEAL)* .....
R=�nd and WifW
. . .. . ...........
STATE OF W.ASHINGTON,
County of King SS.
49hinn
On this day personally appeared before meWilce Shiomi, Mitsuko Shiomi and Sanc�ra L./
to ml �,nqwn to be the individuals described In and who executed the within and foregoing instrument, and
,,AeU(MledgoA,�at they signed the same a3 their
free and voluntary act and deed, for the
�.ubq-ana p�qrponktherein mentioned.
`dIUN.underru band and official seal this 20th of Plarch, 1984
'Y
—FAX
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. .............
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VOL J838PAGE2072
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SECTION THRU PROPERtY a HWY 99 'SCALE 1 30'- 0"
&*ag "Tt
%MLO TO Cal. -
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SIGN ELEVATION SCALE: 1/2', 1'-0" SIDE VIEW
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8109,N.E.113th. Kirkland VO 98033
0
k6.q 11
4. DEVIATIONS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE LOCAL GOVERNING AUTHORITY.
ARCHITECT
5. CONTRACTOR SHALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF "AS -BUILT" DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT opli,
CONDITIONS ON ONE SET OF REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND ACCEPTANCE. A SET OF WA
AS -BUILT DRAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT 'Cal
APPROVAL.
6. ELEVATIONS SHOWN ARE IN FEET. SEE SURVEY FOR BENCHMARK INFORMATION.
.. ........
.. . . .. .. .......
7. THE LOCATIONS OF EXISTING UTILITIES. AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED BY OTHERS BY FIELD SURVEY OR OBTAINED FROM
. . ..........
...........
. ........ RECORDS AND SHOULD THEREFORE BE CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE. IT IS THE SOLE REASONABILITY
. ... .. .....
OF THE CONTRACTOR TO INDEPENDENTLY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN AND TO FURTHER DISCOVER AND PROTECT ANY
228th ST S.W.
... .................. . .
>
T HOWN HEREON WHICH MAY BE AFFECTED BY THE IMPLEMENTATION OF THIS
...........
...... . .. ..................... .......
.. ..................... I
. . . .. .................... . .
....................... . BRUCE M.
SITE PLAN. CONTRACTOR SHALL VERIFY LOCATION, DEPTH, SIZE, TYPE AND CONDITION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS
230th ST S.W. m
CARLSON BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE COMPLETENESS OR ACCURACY OF THE
architecture - planning - interior design ON THESE DRAWINGS. ENGINEER SHALL BE
99
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UTILITIES DURING M. CHRISTOPHER ROGERS, P.E.
CONSTRUCTION AND SHALL CONTACT THE UNDERGROUND UTILITILS LOCATION
BRUCE M. CARLSON ARCHITECT SERVICE (1-800-424-5555) AT LEAST 48 HOURS PRIOR TO CONSTRUCTION.
219 NORTH SECOND STREET
SUITE 301 9. CONTRACTOR SHALL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE P�, DJECT SITE BEFORE STARTING WORK AND SHALL NOTIFY OWNER'S 9-1-11
MINNEAPOLIS, MN 55401-1454 236th ST S.W. REPRESENTATIVE OF ANY DISCREPANCIES. DATE ISSUff .............. . . . ..... . . . .. . ...................
Phone: (612) 338-6677 38600
Fax: (612) 338-2995
10. PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS. REG. NO.
EMAIL: jiverson@cmarch.com >
z 11. CONTRACTOR SHALL OBTAIN A COPY OF THE GEOTECHNICAL REPORT (WHERE APPLICABLE) AND SHALL THOROUGHLY FAMILIARIZE HIMSELF WITH THE
C
Contacts: 5 CONTENTS THEREOF. ALL SITE WORK SHALL BE PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
JESSICA IVERSON U)
12. STRUCTURAL FILL MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE PROJECT GEOTECHNICAL REPORT.
Registration:
STATE OF WASHINGTON 13. MANHOLES, CATCH BASINS, UTILITIES AND PAVEMENT SHALL BEAR ON MEDIUM DENSE TO VERY DENSE NATIVE SOIL OR COMPACTED STRUCTURAL FILL. IF SOIL IS
BRUCE M. CARLSON # 5449 DISTURBED, SOFT, LOOSE,WET OR IF ORGANIC MATERIAL IS PRESENT AT SUBGRAIDE ELEVATION, REMOVE AND REPLACE WITH COMPACTED STRUCTURAL FILL PER IL
GEOTECHNICAL REPORT. (J")
f,,,s NOTE.D. 14. SEE SURVEY AND ARCHITECTURAL DRAWINGS FOR DIMENSIONS AND LOCATIONS OF BUILDINGS, LANDSCAPED AREAS AND OTHER PROPOSED OR EXISTING SITE 1�=
VICINITY MAP FEATURES. 0
15. SEE ARCHITECTURAL DRAWINGS FOR PERIMETER FOUNDATION DRAINS. FOUNDATION DRAINS SHALL BE INDEPENDENT OF OTHER SITE DRAIN LINES AND
SHALL BE TIGHTLINED TO THE STORM DRAIN SYSTEM WHERE INDICATED ON THE PLANS.
CIVIL ENGINEER ri all 16. ALL REQUIRED STORMWATER FACILITIES MUST BE CONSTRUCTED AND IN
OPERATION PRIOR TO INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER. AP ED BY 0
S RIVI, ENGINEERING 0
17. ALL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH BASINS AND
OTHER EXTERNAL DRAINS SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM. UNLESS NOTED OTHERWISE. 0) Lj
ate: 0 am 0')
18. CONTRACTOR SHALL OBTAIN AND PAY FOR ALL PERMITS REQUIRED FOR a
INSTALLATION OF ALL SITE IMPROVEMENTS INDICATED ON THESE DRAWINGS. 99 a�
SHEET INDEX m 19. AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHALL BB RETURNED TO THE EQUIVALEN THEIR PRECONSTRUCTION CONDITION IN ANUMF& 0
A CONSTRUCTIONSEQUENCE NOTESM ACCORDANCE WITH APPROPRIATE REQUIREMENTS AND STANDARDS. Ir d, I
SHEET NUMBER SHEET NAME 1. SCHEDULE A PRE-CONSTRVCITON MEETING WITH CITY ENGINEERING DIVISION AT 425-771-0220, EXT. 1326.. 20. ALL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE METHODS FOR THE PREVENTION OF ON -SITE EROSION AFTER THE
COMPLETION OF CONSTRUCTION. SEE EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS.
....................... ............ .............................................. ........... ............................................. ....................................................
Co I COVER SHEET 2. REVIEW ESC NOTES. SHEET TITLE:
. .... . : 21. THE CONTRACTOR SHALL KEEP OFF -SITE STREETS CLEAN AT ALL TIMES BY SWEEPING. WASHING OF T1HESE STREETS WILL NOT BE ALLOWED WITHOUT PRIOR
............................ ...
C11 SITE GRADING PLAN 3. CALL FOR UTILITY LOCATES. APPROVAL. COVER SHEET
.............................................................................................................................. ...............................................................................................................................
22. THIS PROJECT IS NOT A BALANCED EARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND ROCK MATERIALS ARE REQUIRED.
C2 I SITE DEVELOPMENT PLAN
4. INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL. 23. SLOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT ELEVATIONS SHOWN.
...................................... ............................................ ..... * ................................... .................................................
CEI ENGINEERING ASSOCIATES, INC. C3 SITE DRAINAGE PLAN
.......................................
2277 WEST HIGHWAY 36 ......................... 5. HAVE EROSION CONTROL MEASURES INSPECTED BY CITY OF EDMONDS
24. FINISHED GRADE SHALL SLOPE AWAY FROM BUILDING WALLS AT MINIMUM 5% SLOPE FOR A MINIMUM DISTANCE OF 10 FEET.
SUITE 200 C4 SITE UTI LITI Y PLAN CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND EROSION CONTROL MEASURES MUST BE
............................................................................. ..............................................................................................................................................................................
IN PLACE AND INSPECTED PRIOR TO ANY CONSTRUCTION OR.SITE CLEARING. EROSION AND SEDIMENTATION
ROSEVILLE, MN 55113 25. CONTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND BRACING AS NECESSARY TO PROTECT WORKERS, EXISTING BUILDINGS, REVISIONS:
C5 DETAILS CONTROL PRACTICES AND/OR DEVICES SHALL BE MAINTAINED
Phone: (651) 697-0800 .................. ...................... ......................... .......................... ................................................................................................................................................... STREETS, WALKWAYS, UTILITIES AND OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF GROUND OR CAVING EMBANKMENTS.
01 UNTIL PERMANENT VEGETATION IS ESTABLISHED.) NO: DATE: BY:
Fax: (651) 697-0804 CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR ................................ ..... ......................
C6 DETAILS ............
............... . ..
EMAIL: acatchpool@ceieng.com REMOVAL OF SHORING AND BRACING, AS REQUIRED. 1 2-11-11 CITY
6. ROUGH GRADE SITE AS REQUIRED TO INSTALL DRAINAGE FEATURES. ............... I ............................................ .....................................
0 C7 DETAILS
.............................................................................. ....................................................................................................................................................................... .....
2 7-15-11 CI
Contact: 26. CONTRACTOR SHALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL WATER SERVICE INTERRUPTIONS, HYDRANT SHUTOFFS, STREET
........... .......... ........... .................
C8 DETAILS 7. DEMOLISH EXISTING STRUCTURES
CLOSURES OR OTHER ACCESS RESTRICTIONS. CONTRACTOR SHALL NOT RELOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST OBTAINING WRITTEN APPROVAL
ALAN CATCHPOOL ............ .......................................................... ....................................................................................................................................................... . ..................... 5 9-1-11
............... I ............................................ ......... ........... �3)4,
FROM THE FIRE MARSHAL.
N
C9 TRAFFIC CONTROL PLAN 8. CLEAR, GRUB & ROUGH GRADE REMAINDER OF SITE. REVEGETATE
.......... ........ . .. . .......... . ..... ......... . . .......... ........ . ..
............. ..............
Re
-gistration: DISTURBED AREAS NOT SUBJECT TO ADDITIONAL SURFACE DISTURBANCE '0
DI DEMOLITION PLAN 27. COORDINATE AND ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE INTERRUPTIONS WITH THE AFFECTED OWNERS AND
T STATE OF WASHINGTON IMMEDIATELY AFTER ROUGH GRADING. (OTHER EXPOSED AREAS SHALL BE I ...... . ...
n APPROPRIATE UTILITY COMPANIES. CONNECTIONS TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE AUTHORITIES GOVERNING if .5 S,
M. CHRISTOPHER ROGERS, CIVIL ENGINEER 38600 STABILIZED PER EROSION CONTROL NOTES BELOW) SAID UTILITIES.
.............
SEP 2- -1-1 ...........
9. INSTALL UTILITIES AND OTHER SITE IMPROVEMENTS.
> 28. EXISTING UTILITY LINES IN SERVICE WHICH ARE DAMAGED DUE TO tWILDING DEF ARTTAIEW ................. ....
CITY OF EMMONDS
13. STABILIZE AND REVEGETATE ENTIRE SITE. CONSTRUCTION WORK SHALL BE REPAIRED AT CONTRACTOR'S EXPENSE AND ............
INSPECTED AND ACCEPTED BY CITY OF EDMONDS AND OWNER'S REPRESENTATIVE PRIOR TO BACKFILLING.
PROJECT NO: 10120.007
14. ESTABLISH LANDSCAPING AND PERMANENT VEGETATION. EROSION CONTROL FEATURES CAN BE REMOVED .. . ............
29. NEW UTILITY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE INDICATED, LOCATIONS MAY BE SCALED FROM DRAWINGS. FIELD
ZONING: CG UPON FINAL SITE STABILIZATION AND APPROVAL BY CITY INSPECTOR. DRAWN BY: RTS
ADJUSTMENTS SHALL BE APPROVED BY OWNER'S REPRESENTATIVE AND CITY. . . ....... . . . .......
AREA OF PROPERTY: (REFER TO SURVEY)
C� 30. WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6" OR LESS,
PLACE POLYETHYLENE PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
PARKING SUMMARY AppOwnt shall mpair/replace all (JRmaga to
REQUIRED RATIO: 1 PER 300 GROSS SF uI111*3 or frontage lmpmvements� �r, 01��j C 0
3 1. SEB MECHANICAL DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE BUILDING.
REQUIRED SIZE: 9'x 18'MIN ftht-of-way por City standards thrz� gpUnd
SPACES PROVIDED: 34 or amum during tho permitted prwml.
2 32. SEE ELECTRICAL DRAWINGS (WHERE APPLICABLE) FOR EXTERIOR ELECTRICAL WORK. ^TRF SHEET 1 OF 10
H.C. SPACES PROVIDED: zi, _ET FILE
33. SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE IRRIGATION SYSTEM.
COPYRIGHT BRUCE M. CARLSON, AIA 2008
RAW CUT 688 C.Y.
RAW FILL 762. CY
NET RAW EARTHWORK 74 C.Y. OF FILL
EXCAVATION FOR FOOTINGS 82 C.Y. OF CUT
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PVT = 397.1% ..,"TC :�_397AO
PVT 396.90
. ..... .... TC =
PVT = 397.
iN
Tc 399.
PVT 398. BY.
TC = 399.22
-(PWT = 398.72 !
N
TC 398.1
VT 397.6
VT 3(
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�VT 398.
...........
....
i T
'TC 397.85
7 PVT 397.35 cl
WAN I PTf_-**M �SL�4 G�E-, WDM
REFER TO SURVEY FOR EXISTING CONDITION SYMBOLS
LEGEND
NEW BUILDING CONSTRUCTION
PROPOSED SILT FENCE
> I WATER FLOW ARROW
c .. .... .... ... ... I EXISTING GRADE CONTOUR
1-917-1 PROPOSED GRADE CONTOUR
PROPOSED INLET PROTECTION
SEE DETAIL 6/C6
VIA 11 4
BASIS OF BEARING:
BASIS OF BEARING IS S00033'l ALONG THE EAST LINE OF NE
QUARTER OF SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST
AND IS BASED SNOHOMISH COUNTY SURVEY CONTROL POINTS
MTLK 113 AND MTLK 119.
VERTICAL DATUM:
WSDOT SURVEY CONTROL, BENCH MARK #HC 17-12,3"
DIAMETER BRASS DISC SET IN THE NORTH SIDEWALK OF THE
OVERPASS AT THE INTERSECTION OF INTERSTATE HIGHWAY 5
AND SOUTH 216TH STREET. ELEVATION OF 481.293 FEET, NAVID
88.
PROJECT BENCHMARK:
FIRE HYDRANT SOUTH PROPERTY LINE
TOP OF FLANGE 392.40
. . .............
361.uu
TC
�PVT 386.bu:
3 oij
5 ...........
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3138 25
. ... ...... .
-9.1A I TC 394.19
C 39?.V PVT= 393. 2
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PVT = 393.15 ..... . . ........
.................
PVT 393.50
394.9
F 394.40
PVT 394.58 X
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GENERAL NOTES,
A. REFER TO PROJECT MANUAL FOR ADDITIONAL REQUIREMENTS.
B. SITE CONDITIONS BASED UPON SURVEY SUBMITTED BY OWNER. FIELD VERIFY EXISTING
CONDITIONS BY DETAILED SITE INSPECTION PRIOR TO SUBMITTING BID AND BEGINNING
CONSTRUCTION.
C. FIELD VERIFY SANITARY SEWER SERVICE CONNECTION INVERT PRIOR TO ESTABLISHING
FINAL FINISHED FLOOR ELEVATION AND PRIOR TO ANY SEWER AND UTILITY
INSTALLATIONS.
D. COORDINATE WORK WITH OTHER SITE RELATED DEVELOPMENT DRAWINGS.
E. ALL WORK WITHIN RIGHT-OF-WAYS OR EASEMENTS MAY NEED PERMITS OR APPROVALS.
THE CONTRACTOR IS RESPONSIBLE FOR ALL PERMITS, APPROVALS AND AGREEMENTS TO
WORK WITHIN RIGHT-OF-WAYS OR EASEMENTS.
F. THE CONTRACTOR SHALL STRICTLY ADHERE TO THE PROPOSED LIMITS OF DISTURBANCE,
AND ALL PROPOSED CONSTRUCTION LAYDOWN AND STAGING AREAS SHALL BE CONFINED
WITHIN THE PROPOSED LIMITS OF DISTURBANCE. TOTAL DISTURBED AREA, DURING
CONSTRUCTION, SHALL NOT EXCEED 1.0 ACRES - REFER TO STORMWATER SUMMARY
BELOW. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY FILING, FEES AND ANY WORK
AND APPROVALS REQUIRED, IF DISTURBANCE EXCEEDS 1.0 ACRES, OR REQUIRED BY
LOCAL LAW. ANY ASSOCIATED DELAYS IN CONSTRUCTION OR PROJECT SCHEDULING
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
G. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF EDMONDS STANDARDS AND
SPECIFICATIONS.
F.F.E. 395.80
CONSTRUCTION EGRESS NOTES9
1. CONSTRUCTION EGRESS SHALL HAVE 25' MINIMUM RADIUS, BE 15' MINIMUM WIDTH OR FULL WIDTH OF INGRESS/EGRESS AND 50 MINIMUM LENGTH AND 8-12
MINIMUM THICKNESS OF QUARRY SPALLS (2" - 4"). REFER TO THE CITY OR STATE FOR ANY ADDITIONAL REQUIREMENTS.
2. THE EXIT SHALL BE MAINTAINED IN A CONDITION WHICH WILL PREVENT TRACKING OR FLOW OF MUD OR DEBRIS ONTO PUBLIC RIGHT-OF-WAY OR ADJACENT
PROPERTIES. THIS MAY REQUIRE PERIODIC TOP DRESSING WITH 1.5 - 3.5 INCH STONE, AS CONDITIONS DEMAND, AND REPAIR AND/OR CLEAN OUT OF ANY
STRUCTURE USED TO TRAP SEDIMENT. ALL MATERIALS SPILLED, DROPPED, WASHED, OR TRACKED FROM VEHICLES OR SITE ONTO ROADWAYS OR INTO STORM
DRAINS MUST BE REMOVED IMMEDIATELY.
3. WHEELS MUST BE CLEANED TO REMOVE MUD PRIOR TO ENTRANCE ONTO PUBLIC RIGHT-OF-WAY. WHEN WASHING IS REQUIRED, IT SHALL BE DONE ON AN AREA
WITH CRUSHED STONE WHICH DRAINS INTO AN APPROVED SEDIMENT TRAP OR SEDIMENT BASIN LOCATED PER THE CITY OR STATE REQUIREMENTS.
ag, 0
FACILITIES. CHECK ADJACENT AREAS DAILY AND PICK-UP CONSTRUCTION WASTE MATERIALS AND DEBRIS THAT HAVE BLOWN OR WASHED OFF SITE.
FOR TH
2. PERMANENTLY STABILIZE ALL SURFACE AREA WITHIN AND ADJACENT TO THIS SITE THAT IS DISTURBED BY VEHICLES, GRADING AND OTHER CONSTRUCTION E
PROPOSED FACILITY. STABILIZATION IS OBTAINED WHEN THE DISTURBED SURFACE COVERED WITH STRUCTURES, PAVING AND/OR PERENNIAL VEGETATION HAVING A
UNIFORM COVERAGE DENSITY OF AT LEAST 1000%. STABILIZATION OF ALL DISTURBED AREAS IS REQUIRED BEFORE TERMINATING MAINTENANCE AND REMOVAL OF
EROSION CONTROL MEASURES. ALL DISTURBED WILL BE COMPOST AMENDED CONSISTENT WITH 2005 STORMWATER MANUAL DETAIL T5.13.
z
6
cb(�
4. INSTALLATION OF ADDITIONAL EROSION CONTROL MEASURES MAY BE REQUIRED AT ANY TIME DUE TO UNFORESEEN SITE CONDITIONS.
<:
D,
5. CARE SHALL BE TAKEN TO PREVENT THE ENCROACHMENT OF SEDIMENT INTO ALL STORM DRAIN APPURTENANCES, PUBLIC STREETS, AND ONTO PRIVATE PROPERTY
�111%
,
HANDICAP AREA TO BE ADA COMPLIANT. SLOPES SHALL NOT EXCEED 2% IN ANY DIRECT ON IN TH S AREA.
UNTIL IMPERVIOUS MATERIAL (ROAD/PARKING AREA SURFACE) IS APPLIED OR UNTIL PROPOSED LANDSCAPE AND PERMANENT SEEDING HAS BEEN ESTABLISHED.
'2 HANDICAP PARKING DETAIL
6. REFER TO ALL TESC DETAILS.
SCALE: V= 10'
7. ALL GRASS SLOPES WHICH EXCEED 3:1 (H:V) SHALL UTILIZE CONTECH CONSTRUCTION PRODUCTS PERMANENT TURF REINFORCEMENT MATS C35 OR APPROVED EQU
MATS SHALL BE INSTALLED PER MANUFACTURER'S SPECIFICATIONS AND STANDARDS. CONTRACTOR SHALL COORDINATE INSTALLATION INSPECTION WITH
(CITY OF EDMONDS BMP
MANUFACTURER AND GEOTECHNICAL INSPECTOR
NOTES.
P"
, %
399.0N
%
"it
ti
,n
,n
... .... .......
_
\
c
)'Rei11yAutoPl/
10M7 75�0-
SQ. FT. = 7,500
Zl
LOOR ELEVATION. 395.80
FLooRELEVATION
SUCCEEDING SHEETS: I
3�TTOM OF FOoTINGaEV= IES
PVT 395.80
PVT 395.60
PVT 395.60
z I -_
PVT 395.80
VT 95.80 DEA , / ffll
X
PVIF-= 395-. t7
TC = 395.50
PVT = 395".,90
'MW
R
TC 396.95
T 395.75",
_r 3V6
10
.0
PVT 395.
TC = 396.80
PVT ='APIAR
395-
TC 395.35
PVT 'AQA AR
TC 3!V. 30
-
PVT
0 01 -.6 4 TC = 394.5
TC = 395.35 PVT = 394.0
�T 394.85 TC = 394.65
PVT = 394.15
TC = 394.80
PVT 394.30\
TC 395.90
PVT 1QR A6
TC 394.90
I I
PVT= 394.40 %
Tc = I
4.40 %
....... ..........
-.1-.1 \ 1, .. /�
D
D
. ........
. .......
5/� PROJECTBENUHMARK
TOP OF FLANGE=392.4'
1) PRESERVE VEGETATION/COVER SOILS. A) PRESERVE AS MUCH NATIVE VEGETATION AS POSSIBLE. BE SURE TO OBSERVE CLEARING AND GRADING LIMITS, AND COMPLY WITH ALL CITY VEGETATION PRESERVATION AND STREAMNVETLAND SETBACK
REQUIREMENTS. TIME THE CL=ARING SO IT OCCURS NO SOONER THAN NECESSARY FOR SUBSEQUENT CONSTRUCTION ACTIVITIES. B) PROVIDE TEMPORARY VEGETATION/COVER AS NEEDED. EXAMPLES OF THIS INCLUDE; TEMPORARY
SEDDING/HYDROSEEDING; MULCH, SUCH AS HAY STRAW, OR WOOD FIBER; MATS/BLANKETS. SUCH AS JUTE MAT EXCELSIOR; WOVEN STRAW BLANKET; OR NETTING; PLASTIC SHEETING WITH ANCHORS, C) PROVIDE PERMANENT VEGETATION COVER AS
SOON AS EARTHWORK IS COMPLETE (SEEDING OR HYDROSEEDING OR SODDING)
11) CONTROL RUNOFF DURING C(INSTRUCTION: REDUCE RUNOFF VELOCITIES. TECHNIQUES INCLUDE; VEGETATING EXPOSED SOILS AND DITCHES; RIPRAP; CHECK DAMS INCLUDING STRAW BALES, ROCKS, PEA GRAVEL BAGS, AND SAND BAGS; TERRACING OR
CONTOURING THE SITE; AND FILTER FABRIC FENCING
111) INSTALL AND MAINTAIN SEDIMENT CONTROLS. A) INSTALL SEDIMENT CONTROLS SUCH AS: 1) LOWER COST (NON -ENGINEERED), FILTER FABRIC FENCE, CHECK DAMS, ROCKBERMS, SEDIMENTTRAPS, AND CATCH BASINSAND DRAIN FILTERS. 2) MODERATE
COST (ENGINEERED), INTERCEPTING DITCHES, CUT-OFF TRENCHES, LEVEL SPREADER, AND GRADIENT TERRACI NG/CONTROU RING. 3) HIGHER COST (ENGINEERED), SILTRATION/SEDIMENTATION POND, GRASS -LINED SWALE OR CONSTRUCTED WETLAND. B)
MAINTAIN SEDIMENT CONTROLS BY FREQUENT INSPECTION OF CONTROL FACILITIES TO MAKE SURE THEY ARE WORKING PROPERLY (TRAPPING SEDIMENT ON -SITE, WITH WATER LEAVING SITE CLEAR), AND REMOVING COLLECTED SEDIMENTAS NEEDED
FROM SEDIMENT TRAPS.
IV) KEEP FRESH CONCRETE MORTAR OUT OF STORM DRAINS AND STREAMS. A) USE DESIGNATED WASH -OUT AREAS. B) TAKE CARE WHEN BUILDING CONCRETE AGGREGATE DRIVEWAYS MAKING SURE TO WASH OUTTHE FINES TO THE SIDE, NOT DOWN THE
DRIVEWAY, IF THE DRIVEWAY IS SLOPED, PLACED STRAW BALES AT THE BOTTOM OR DIVER FLOW TO A SAFE SEDIMENT BASIN. C) NEVER WASH FRESH CONCRETE MORTAR INTO THE STORM DRAIN ORA STREAM.
V) KEEP BUSINESS AND WORK AREAS CLEAN AND MAINTAIN CATCH BASINS. EXAMPLES INCLUDE: PICKING UP LITTER, SWEEPING SURFACES WHICH DRAIN TO STORM DRAIN, USING A TARP TO COVER THE GROUND WHEN SANDING TO CATCH CHIPS, CLEANING
UP ALL WASTES AT THE WORK SITE, MAINTAINING CONSTRUCTION EQUIPMENT TO FIX ANY OIL LEAKS, INSTALLING AND MAINTAINING AN OIL/WATER SEPARATOR, COVERING ALL STOCK PILED MATERIALS, AND CLEANING CATCH BASINS.
VI) COVER CONTAINERS AND MATERIALS. A) COVER ALL POTENTIALLY POLLUTING MATERIALS SUCH AS DUMPSTERS, WASTE CONTAINER DRUMS, TANKS, BOXES, CHEMICALS, PAINTS, SOLVENTS, STOCKPILES OF LUMBER, OTHER BUILDING MATERIAL, METAL
PRODUCTS, TOP SOIL, AND LANDSCAPING MATERIALS. B) COVER ADEQUATELY BY DEVELOPING GOOD STORAGE AREAS THAT KEEP MATERIALS COVERED SO POLLUTANTS CAN'TWASH AWAY DURING RAIN OR SNOW.
... . ....... V11) PREPARE FOR AND CLEAN UP SPILLS. A) THERE ARE THREE OVERALL PRACTICES TO MINIMIZE POLLUTION FOR SPILLS: 1) HANDLE MATERIALS CAREFULLY TO AVOID SPILLS AND LEAKS, 2) PREPARE A CLEAN UP PLAN, AND 3) IMMEDIATELY CLEAN UP ANY
SPILLS. WHEN PREPARING A CLEAN UP PLAN MAKE SURE TO: a) ESTABLISH WHO TO NOTIFY IN THE EVENT OF A SPILL, b) PROVIDE SPECIFIC CLEAN UP INSTRUCTION, C) ASSIGN A PERSON TO BE IN CHARGE OF CLEAN UP, AND d) PREPARE SPILL
CONTAINMENT AND CLEAN UP KITSNHICH ARE EASY TO REACH AND USE. REMEMBER TO CLEAN UP SPILLS IMMEDIATELY, AND OBSERVE CLEAN UP PLANS AND SAFETY REQUIREMENTS. IF THERE ISN'TA PLAN, TAKE THE FOLLOWING STEPS: 1) STOP OR
ISOLATE THE SOURCE OF THE SPILL, 2) IF THERE'S A CHANCE THE SPILL COULD ENTER THE STORM DRAIN OR SEWER, CLOSE DRAIN INLET AND DIVERT ANY INCOMING WATER. 3) COVER THE SPILL WITH ABSORBENT MATERIAL(S) THAT CAN BE EASILY SWEPT
OR PICKED UP SUCH AS KITTY LITTER, SAWDUST, OR VERMICULITE (MAKE SURE THAT MATERIAL SUED FOR HAZARDOUS WASTE CLEAN UP ARE TREATED AS HAZARDOUS WASTE FOR DISPOSAL), AND 4) REPORT SPILLS TO CITY OF EDMONDS ENGINEERING
DIVISION, HYDRAULICS ENGINEER AT 425-771-0220: OR FOR LARGE SPILLS, CONTRACT DEPARTMENT OF ECOLOGY AT 425-649-7000.
Vill) DISPOSE OF WASTES PROPERLY. PROPER WASTE DISPOSAL DEPENDS OF BOTH THE PROPERTIES AND THE AMOUNT OF THE WASTE. TO DISPOSE OF WASTE: 1) IDENTIFY IF IT IS HAZARDOUS, 2) ESTIMATE THE AMOUNT IN POUNDS, 3) DETERMINE THE
DISPOSAL METHOD, AND 4) IF NECESSARY, CONTACT A HAZARDOUS WASTE SERVICE. THIS IS A VERY BROAD SUBJECT AND IF YOU HAVE ANY QUESTIONS ABOUT THE WASTE DISPOSAL CONTACT THE CITY OF EDMONDS RECYCLING COORDINATOR AT
425-771-0235; OR THE SNOHOMISH COUNTY HOUSEHOLD HAZARDOUS WASTE DISPOSAL STATION AT 425-388-6050.
IX) MINIMIZE WASTE. WASTES CAN BE MINIMIZED THROUGH GOOD HOUSEKEEPING, SEPARATING DIFFERENT WASTES, SUBSTITUTING NON -HAZARDOUS MATERIALS IN THE PLACE OF HAZARDOUS ONES, AND MAINTAINING PRODUCTS AND CONSTRUCTION
EQUIPMENT. REDUCING WASTES REDUCES POTENTIAL SOURCES OF POLLUTANTS TO THE DRAINAGE SYSTEM AND ALSO PRESERVES NATURAL RESOURCES. THE FOLLOWING AREA FEW IDEAS: 1) USE SOLVENTS MORE THEN ONCE, 2) BUY THE LEAST TOXIC
PRODUCTS AVAILABLE, 3) BUY ONLY WHAT YOU NEED AND USE ONLY WHAT IS NEEDED, 4) PURCHASE PRODUCTS THAT LAST LONGER (BETTER QUALITY), AND 5) SEE IF OTHERS CAN USE YOUR WASTE (USE THE SERVICES OF THE INDUSTRIAL MATERIALS
EXCHANGE 206-296-4899), FOR MORE INFORMATION CONTACT THE CITY OF EDMONDS RECYCLING COORDINATOR AT 425-771-0235.
X) RECYCLE UNWANTED MATERIALS. UNWANTED MATERIALS PRODUCED AT CONSTRUCTION SITES CAN OFTEN BE RECYCLED, AT LESS COST THAN CONVENTIONAL DISPOSAL METHODS. THE CITY HAS RECYCLING GUIDES AVAILABLE REGARDING
CONSTRUCTION, DEMOLITION, AND LAND CLEARING (CDL) ACTIVITIES. THE RECYCLING GUIDE LIST SITES THAT ACCEPT CDL MATERIALS, AND OUTLINES HOW TO ST-UP WORKSITE RECYCLING. OTHER WAYS TO MAKE RECYCLING WORK ARE: 1) PURCHASE
RECYCLED PRODUCTS, 2) SEPARATE WASTES, 3) AVOID PHENOL, 4) KEEP RECEIPTS, AND 5) RECYCLE WHAT YOU CAN.
XI) PRESERVE/EN HANCE STREAMS, WETLAND, AND ADJACENT VEGETATION. PROTECT STREAMS AND WETLANDS, REMEMBER, STREAM AND WETLAND PROTECTION IS REQUIRED BY CITY OF EDMONDS CODES, CONTACT CITY OF EDMONDS, PLANNING DIVISION
-771-0220 FOR MORE INFORMATION.
AT 425
\ X11) EDUCATE EMPLOYEES AND CUSTOMERS. PARTICIPATE IN WORKSHOPS, COURSES, AND KNOWLEDGE TRANSFER. CONDUCT ANNUAL WATER QUALITY TRAINING SESSIONS FOR ALL EMPLOYEES. INCLUDE WATER QUALITY TRAINING IN NEW -EMPLOYEE
ORIENTATIONS AND IN WRITTEN PROCEDURES. MAKE SURE CUSTOMERS ARE AWARE OF BMPS'AND EXPLAIN BMP'S TO PEER BUSINESSES. REMEMBER, WATER QUALITY IS THE RESPONSIBILITY OF EVERYONE.
C1
PROPERTY PR(�
)PERTY
LINE 4 10 - LINE
i
ADA SIDEWALK AREA (2% MAX. S Al
ADA LOADING AREA
EXISTING GROUND
(2% MAX. CROSS -SLOPE)
'.0 [A
I \\.--PROPOSED GROUND
EXISTING STREET j'AQ '110TED
SECTION "AwAll
s �s
�
�Jl
LS
t301"j,
EXISTING SIDEWALK
EXISTING STREET
PROPERTY
LINE
EXISTING GROUND
r- A
-----------
SCALE:
NOT TO SCALE
PROPERTY
LINE
SEAL:
opff
LN
4"
W ix
er
- - ---- ..........
EXPIRE,$ Y// 5 h/
M. CHRISTOPHER ROGERS, P.E.
9-1-11
38600
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C)
86
Cy)
LIJ
0 om
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all
C()
SHEET TITLE:
SITE GRADING/TESC PLAN
REVISIONS:
NO:
.........................
DATE:
....................................
BY:
1 i
............... .....................................
2-11
...... .....................................
CITY
2
.............. ...........
7-15-11
CITY
...............
5
9-1-11
CITY
ull
................ ............................. ..........
............... ............ .............
CiTy OF SIDNONDS
..................................... .....................................................
PROJECTNO: 26444
. .... - - - - - ___
JTA
DRAWN BY:
. ................. . ..
A
SHEET 2 OF 10
COPYRIGHT BRUCE M. CARLSON, AIA 2008
I�Y
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P. O.B. FOR LA YOUT OF NEW S1
DEVELOPMENT IS PARALLEL &
PERPENDICULAR TO S.R. 99 R1W
LINE - (N 27� 00'35" E) 226.4 V
1+1
01
LEGAL DESCRIPTION,m
THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE COUNTY OF SNOHOMISH,
STATE OF WASHINGTON, AND IS DESCRIBED AS FOLLOWS:
PARCEL B, CITY OF EDMONDS LOT LINE ADJUSTMENT FOR ARMADILLO STORAGE,
RECORDED UNDER SNOHOMISH COUNTY RECORDING NUMBER 200412105223, RECORDS OF
SNOHOMISH COUNTY, WASHINGTON.
5
Z4 LOT INFORMATION.
PARCELM 00576700001410
ZONING: (CG) - GENERAL COMMERCIAL
SETBACKS: SIDE YARD - 0'
STREET SETBACK - 4'
REAR SETBACK - 0'
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7 100, 75'-0"
SQ. FT = 7,500
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\> OOR ELEVA TION: 395 80
x
FL ooR aEVA TION ON
SUCCEEDING SHEETS: 100.00
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STANDARD STALLS (9'xl9')
32 STALLS
ACCESSIBLE STALLS (8'xl9')
2 STALLS
TOTAL PARKING STALLS
34 STALLS
uiv�-
SYMBOLS LEGEND
REFER TO SURVEY FOR EXISTING CONDITION SYMBOLS
LEGEND
NEW BUILDING CONSTRUCTION
AREA OF CONCRETE
AREA OF PAVING
..... ..........
...............
................
...............
................
..............
PUBLIC ROADWAY REPAVE/RE
5
NEW POLE SIGN LOCATION
NEW CONCRETE BUMPER BLOCK
NEW LIGHT POLE LOCATION
NEW FENCE CONSTRUCTION
LANDSCAPE AREA
DCONCRETE PAVING:
REFER TO DETAIL 1/C5.
ALTERNATE #1:
ASPHALT PAVING REFER TO DETAIL 2/C5.
REFER TO PROJECT MANUAL.
CONCRETE PAVING:
REFER TO DETAIL VC5.
CONCRETE CURB:
REFER TO DETAIL 3/C5.
CONCRETE SIDEWALK:
REFER TO DETAIL 4/C5.
CONCRETE DOOR LANDING:
REFER TO DETAIL 4/C5 AND STRUCTURAL DETAILS.
RAMP PAVING AS INDICATED. LANDING CAN BE POURED
MONOLITHIC IF CONCRETE PAVING IS USED.
STEEL BOLLARD:
REFER TO DETAIL 6/C5. PROVIDE (2) AT TRASH PAD AND
OVERHEAD DOOR, PROVIDE (9) AT SIDEWALK.
REFER TO STRUCTURAL PLAN FOR LOCATION.
HANDICAP PARKING SIGN:
REFER TO DETAIL 7/C5.
NOT USED
HANDICAP PARKING SYMBOL:
REFER TO DETAIL 5/C5.
HANDICAP ACCESS UNLOADING ZONE:
SLOPE 2% MAX. EACH WAY (ADA COMPLIANT) AND
STRIPE AS SHOWN.
SCREEN FENCE:
REFER TO DETAIL 9/C5.
SCREEN FENCE GATES:
REFER TO DETAIL 8/C5.
CONCRETE BUMPER BLOCK:
8"w x 5"h x 6'-0" LONG CONCRETE. ANCHOR TO PAVING WITH (2)
V-6" LONG #4 REBAR. REFER TO CITY OF EDMONDS STANDARD
DETAIL E2.7
14 LU I Lit-'" I INU
I�EFER TO —SITE- UTILITIES PLAN FOR LOCATION AND TYPE
LIMITS OF NEW PAVING:
MATCH EXISTING PER CITY AND OR STATE STANDARDS.
ROLL DOWN CURB: —sa-w C 0
TERMINATE AND ROLL DOWN NEW CURB WHERE
D WN AT 1:2.
TAPER CURB TO MATCH EXISTING CURB
PER CITY OF EDMONDS OR WSDOTIAPWA
STANDARDS/SPECIFICATIONS.
STRIPING:
PROVIDE 4" WIDE PARKING LOT STRIPING AS SHOWN.
USE HIGHWAY MARKING PAINT - YELLOW (2 COATS)
EMENT MARKINGS SHALL CONFORM TO SECTION 8-22
PAVEMENT MARKINGS OF WSDOT/APWA STANDARD SPECIFICATIONS
SIGN LOCATION:
SIGN FURNISHED AND INSTALLED BY OWNER.REFER TO SITE
UTILITIES PLAN FOR DETAILS. SIGN SHALL BE REVIEWED UNDER THE
REQUIREMENTS OF THE BUILDING DIVISION
DCONCRETE DRN
2O
TO BE INSTALLED PER CITY OF EDMONDS STANDARD DETAIL.
SEE 7/C6.
ADA PED RAMPS:
TO BE INSTALLED PER CITY OF EDMONDS DETAIL E2.1-5
SEE 8/C6
RECYCLE TRASH ENCLOSURE
PER CITY OF EDMONDS DETAILS/SPECIFICATIONS
SEE 3/C6
WSDOT DRIVE APRON TYPE 2:
TO BE INSTALLED PER WSDOT STANDARD PLAN F-80.10-01
SEE 1/C7,2/C7,3/C7
230th STREET TO BE REPAVED/REPAIRED AND STRIPED PER CITY
SPECIFICATIONS AFTER STORM SEWER SYSTEM IS INSTALLED.
MATCH EXISTING PAVEMENT, THICKNESSES, MATERIALS OR PER
Cl TY STANDARD.
a
GENERAL NOTES.
A. REFER TO PROJECT MANUAL FOR ADDITIONAL REQUIREMENTS.
B. ALL SITE DIMENSIONS TO THE GUTTER LINE OF CURB, CONCRETE
OR PROPERTY LINE UNLESS OTHERWISE NOTED. CONTRACTOR
TO FIELD VERIFY EXISTING CONDITIONS BY DETAILED INSPECTION
PRIOR TO SUBMITTING BID AND STARTING CONSTRUCTION.
C. COORDINATE WORK WITH OTHER SITE RELATED DEVELOPMENT
DRAWINGS.
D. REFER TO STRUCTURAL PLANS FOR DEVELOPMENT OF SIDEWALKS
ADJACENT TO FOUNDATIONS.
E. ALL WORK WITHIN RIGHT-OF-WAYS OR EASEMENTS REQUIRE
SEPARATE PERMITS AND APPROVALS. THE CONTRACTOR IS
RESPONSIBLE FOR ALL PERMITS, APPROVALS AND AGREEMENTS
TO WORK WITHIN RIGHT-OF-WAYS OR EASEMENTS.
F. REFER TO PLAN C1 FOR NOTES AND REQUIREMENTS REGARDING
LIMITS OF DISTURBED AREAS.
G. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF
EDMONDS STANDARDS AND SPECIFICATIONS AND CURRENT
WSDOT SPECIFICATIONS.
H. MAXIMUM PARKING LOT SLOPE NOT TO EXCEED 6% PER CITY
OF EDMONDS STANDARDS.
BRUCE M.
CARLSON
architecture - planning - interior design
BRUCE M. CARLSON, ARCHITECT
219 N. 2ND ST., SUITE 301
MINNEAPOLIS, MN 55401
PHONE: (612) 338-6677
FAX: (612) 338-2995
E-MAIL: info@cmarch.com
CONTACT: JESSICA IVERSON
jiverson@cmarch.com
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, IVIN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
smommm
SEAL:
M. CHRISTOPHER ROGERS, P.E.
9-1-11
DATEISSUED
38600
REG. NO.
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SHEET TITLE:
SITE DEVELOPMENT PLAN
REVISIONS:
NO:
-."I"",",
DATE:
............................... ....
BY:
1.111-111.111-1--1
1
2-11-11
..............
...............
CITY
..............
................ ...
............
TY
.................
5 1
9-1-11
CITY
1 '--djtY OF FD� NDS
................ -, ........................ ...........
PROJECT NO: 26444
............ .. -111111-1-1 . ..........
DRAWN BY: JTA
.......................... . .... . ................................ .
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SHEET 3 OF 10
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SITE DRAINAGE PLAN
C3 I SCALE: I" = 20'
IM L_
A. REFER TO PROJECT MANUAL FOR ADDITIONAL REQUIREMENTS.
B. SITE CONDITIONS BASED UPON SURVEY SUBMITTED BY OWNER. FIELD VERIFY EXISTING
CONDITIONS BY DETAILED SITE INSPECTION PRIOR TO SUBMITTING BID AND BEGINNING
CONSTRUCTION.
C. FIELD VERIFY SANITARY SEWER SERVICE CONNECTION INVERT PRIOR TO ESTABLISHING
FINAL FINISHED FLOOR ELEVATION AND PRIOR TO ANY SEWER AND UTILITY
INSTALLATIONS.
D. COORDINATE WORK WITH OTHER SITE RELATED DEVELOPMENT DRAWINGS.
E. ALL WORK WITHIN RIGHT-OF-WAYS OR EASEMENTS MAY NEED PERMITS OR APPROVALS.
THE CONTRACTOR IS RESPONSIBLE FOR ALL PERMITS, APPROVALS AND AGREEMENTS TO
WORK WITHIN RIGHT-OF-WAYS OR EASEMENTS.
F. THE CONTRACTOR SHALL STRICTLY ADHERE TO THE PROPOSED LIMITS OF DISTURBANCE,
AND ALL PROPOSED CONSTRUCTION LAYDOWN AND STAGING AREAS SHALL BE CONFINED
WITHIN THE PROPOSED LIMITS OF DISTURBANCE. TOTAL DISTURBED AREA, DURING
CONSTRUCTION, SHALL NOT EXCEED 1.0 ACRES - REFER TO STORMWATER SUMMARY
BELOW. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY FILING, FEES AND ANY WORK
AND APPROVALS REQUIRED, IF DISTURBANCE EXCEEDS 1.0 ACRES, OR REQUIRED BY
LOCAL LAW. ANY ASSOCIATED DELAYS IN CONSTRUCTION OR PROJECT SCHEDULING
SHALL BE THE RESPONSIBILITY OF THE CONTRACTOR.
G. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL CITY OF EDMONDS STANDARDS AND
SRECIFICATIONS.
H. ALL DISTURBED PERVIOUS SURFACE AREAS (LANDSCAPED AREAS) WHICH ARE TO REMAIN
PERVIOUS SHALL RESTORE SOIL QUALITY AND DEPTH BY AMENDING/COMPOSTING SOILS
(PER D.O.E. BMP T5.13).
00111, �' 5
A,
1. STORM DRAINAGE SYSTEM WAS DESIGNED BY LSA ENGINEERING, INC. '00
SYMBOLS LEGEND
REFER TO SURVEY FOR EXISTING CONDITION SYMBOLS
LEGEND
NEW BUILDING CONSTRUCTION
AREA OF CONCRETE
NEW POLE SIGN LOCATION
NEW CONCRETE PAVING BLOCK
NEW LIGHT POLE LOCATION
TCITSIPVTITG
TOP OF CURB/TOP OF SIDEWALK/TOP
OF PAVEMENT/TOP OF GRATE
>
WATER FLOW ARROW
. .... .... f .. .... .... .... ... .....
EXISTING GRADE CONTOUR
PROPOSED GRADE CONTOUR
_917-
=Eg =
@
PROPOSED STORM SEWER, CATCH
BASIN AND INLET MANHOLE
IMPERVIOUS AREAS
BUILDING AREA 7,500 SF
DRIVEWAY AND PARKING 21,600 SF
TOTAL 29,100 SF
(0.668 AC)
LIN�
TYPE
AREA (SQUARE FEET)
NON -REGULATED
0
EXEMPT
REGULATED
2.
REPLACED
0
0
3.
NEW (POST 1977)
+
29,100
4.
TOTAL REGULATED IMPERVIOUS AREA
29,100
5.
TOTAL AREA MITIGATED BY EXISTING STORMWATER MANAGEMENT SYSTEM(S)
0
6.
REGULATED AREA NOT YET MITIGATED
29,100
7.
AREA PRDPOSED TO BE MITIGATED BY LOW IMPACT DEVELOPMENT TECHNIQUES
0
EA PROPOSED TO BE MITIGATED THROUGH CONVENTIONAL SWM TECHNIQUES
29,100
�t i [(ok'l if ; d
INSTALL CATCH BASIN - TYPE 1, (PER DOT STANDARDS)
RIM - 393.90
FL(OUT) - 391.00 (8")
SUMP - 389.90
INSTALL 94 LF OF 8" PVC PIPE. SEAL WITH NON -SHRINK GROUT
SLOPE - 0.70%
INSTALL CATCH BASIN - TYPE 2-48", (PER DOT STANDARDS)
RIM - 395.80
FL(IN) - 390.34 (8")
FL(OUT) - 390.24 (8")
SUMP - 388.24
INSTALL 144 LF OF 8" PVC PIPE. SEAL WITH NON -SHRINK GROUT
SLOPE - 0.60%
INSTALL CATCH BASIN - TYPE 1-L, (PER DOT STANDARDS)
RIM - 392.90
FL(IN) - 389.50 (6")
FL(IN) - 389.38 (8")
FL(OUT) - 389.28 (8")
SUMP - 387.28
WITH OILIWATER SEPARATOR TEE
SEE DETAIL 1/C8
INSTALL 83 LF OF 8" PVC PIPE. SEAL WITH NON -SHRINK
SLOPE - 2.00%
INSTALL CATCH BASIN - TYPE 1-L, (PER DOT STANDARDS)
RIM - 386.50
FL(IN) - 382.80 (8")
SUMP - 380.80
WITH OIL/WATER SEPARATOR TEE
SEE DETAIL 1/C8
INSTALL 11 LF OF 8" PVC PIPE. SEAL WITH NON -SHRINK GROUT
SLOPE - 2.00%
INSTALL CATCH BASIN - TYPE2 54" CONTROL STRUCTURE
RIM - 389.0
FL(IN) - 382.58 (8")
FL(IN) - 377.50 (36")
FL(OUT) - 378.00 (8")
SUMP - 374.00
SEE DETAIL 3/C8
INSTALL 70 LF OF 96" CMP DETENTION TANK
SLOPE - 0.50%
FL - 377.50
SEE DETAIL 3/C8 A
INSTALL 7 LF OF 8" PVC PIPE. SEAL WITH NON -SHRINK GROUT
SLOPE - 5.0%
INSTALL FLOGARD PERK FILTER - TYPE 2-48" (2-18" CARTRIDGES)
RIM - 388 00
FL(IN) - 377.65 (8")
FL(OUT) - 375.35 (8")
SEE DETAIL 2/C8
INSTALL 30 LF OF 8" PVC PIPE. SEAL WITH NON -SHRINK GROUT
SLOPE - 1.0%
INSTALL CATCH BASIN - TYPE 2 48", (PER DOT STANDARDS)
RIM - 385.80 (SOLID LID)
FL(IN) - 375.05 (8")
FL(OUT) - 374.95(12")
INSTALL 105 LF OF 12" PVC PIPE. SEAL WITH NON -SHRINK GROUT
SLOPE - 0.6%
CONNECT NEW 12" PVC TO EXISTING CATCH BASIN.
FL - 374.32
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BASIS OF BEARING:
Ut- btAKINU 16 bUU�33'48"E ALONG THE EAST LINE OF NE
QUARTER OF SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST
AND IS BASED SNOHOMISH COUNTY SURVEY CONTROL POINTS
MTLK 113 AND MTLK 119.
VERTICAL DATUM:
WSDOT SURVEY CONTROL, BENCH MARK #HC 17-12,3"
DIAMETER BRASS DISC SET IN THE NORTH SIDEWALK OF THE
OVERPASS AT THE INTERSECTION OF INTERSTATE HIGHWAY 5
AND SOUTH 216TH STREET. ELEVATION OF 481.293 FEET, NAVID
88.
PROJECT BENCHMARK:
FIRE HYDRANT SOUTH PROPERTY LINE
TOP OF FLANGE = 392.40
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
LSA ENGINEERING, INC.
19217 36TH AVE W, SUITE 106
LYNNWOOD, WA 98036
PHONE: 425-775-1591
CONTACT: ROBERT LONG, PE
SEAL:
M. CHRISTOPHER ROGERS, P.E.
9-20-11
............... .....................
DATEISSUED
38600
................................................ ' ........................
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SHEET TITLE:
SITE DRAINAGE PLAN
REVISIONS:
N 0:
DATE:
BY:
.... . .. .
....................... ..... - - ----
- - - - -------
2-11-11 :
. .... .
CITY
2
..............
. .......... --------
7-15-11
. ...... . . . ...........................
CITY
5
...........
.........................
9-1-11
....................
CITY
6
9-20-11
CITY
PROJECT NO: 26444
I ............................................ ......................................................
DRAWN BY: JTA
SHEET 4 OF 10
a_
COPYRIGHT BRUCE M. CARLSON, AIA 2008
EXISTING CONDITIONS NOTES
1. THE CONTRACTOR IS OBLIGATED TO INSPECT FOR EXISTING CONDITIONS/INSTALLATIONS
AND AVAILABLE INFORMATION PRIOR TO SUBMITTING A BID. REFER TO SPECIFICATIONS
ALSO.
2. EXISTING INSTALLATIONS (SUCH AS WATER MAINS/LINES, GAS MAINS/LINES, SEWER
MAINS/LINES, TELEPHONE LINES, POWER LINES, AND UTILITY STRUCTURES IN THE
VICINITY OF THE WORK TO BE DONE) ARE INDICATED ON THE DRAWINGS ONLY TO THE
EXTENT THAT SUCH INFORMATION HAS BEEN MADE AVAILABLE TO OR DISCOVERED
BY CEI ENGINEERING. THERE IS NO GUARANTEE AS TO THE ACCURACY OR COMPLETENESS
OF SUCH INFORMATION, AND ALL RESPONSIBILITY FOR THE ACCURACY AND COMPLETENESS
THEREOF IS EXPRESSLY DISCLAIMED.
3. THE CONTRACTOR SHALL BE SOLELY RESPONSIBLE FOR LOCATING ALL EXISTING
INSTALLATIONS.
4. ANY DELAY, ADDITIONAL WORK, FEES OR EXTRA COST TO THE CONTRACTOR CAUSED BY OR
RESULTING FROM DAMAGE TO OR MODIFICATION OF EXISTING INSTALLATIONS BY THE
CONTRACTOR OR AFFECTED UTILITY COMPANY SHALL NOT CONSTITUTE A CLAIM FOR EXTRA
WORK, ADDITIONAL PAYMENT OR DAMAGES.
5. THE CONTRACTOR SHALL FIELD VERIFY ALL EXISTING FEATURES, UTILITIES AND FINISHED
GRADES PRIOR TO SUBMITTING HIS BID. NO EXTRAS WILL BE PAID DUE TO UNANTICIPATED
EXISTING CONDITIONS OR INSTALLATIONS.
0 TELEPHONE SERVICE REQUIREMENTS
SPECIAL NOTE: NEW PHONE SERVICE TO BUILDING SHALL BE UNDERGROUND.
CONTRACTORS TO SCHEDULE INSTALLATION OF U/G TELEPHONE SERVICE CONDUIT WITH
TELEPHONE COMPANY AND OWNER. CONTACT OWNER (417) 874-7288.
2" PVC SCHEDULE 40 CONDUIT WITH RIGID GALVANIZED STEEL LONG SWEEP BENDS @
18-24" DEPTH FOR PHONE SERVICE. PROVIDE MINIMUM 1/4" POLYPROPYLENE PULL LINE .
PLACE CONDUIT A MINIMUM OF 12" FROM U/G ELECTRIC CONDUIT IN SAME TRENCH. CAP
END OF CONDUIT AT PROPERTY LINE, BELOW FINISHED GRADE, AND INSTALL CABLE
MARKER FOR PHONE COMPANY, IF NECESSARY. OTHERWISE, CONTINUE PHONE SERVICE
CONDUIT TO A POLE AND INSTALL RIGID GALVANIZED STEEL CONDUIT A MINIMUM 10, (ft.)
ABOVE FINISHED GRADE ATTACHED TO POLE.
CONTRACTOR SHALL COORDINATE INSTALLATION AND VERIFY REQUIREMENTS WITH
PHONE COMPANY, PLUS INCLUDE ALL FEES (IF ANY) BY PHONE COMPANY FOR
INSTALLATION OF 25 PAIR CABLE, IN MENTIONED CONDUIT, TO CONTRACTOR INSTALLED 4'
x 6'xi" FIRE RETARDING BACKBOARD (IF PLYWOOD, PAINT BOARD WITH FIRE RETARDING
PAINT) WITHIN BUILDING. CONTRACTOR TO PROVIDE #6 AWG CU. GROUND TO
TELEPHONE EQUIPMENT LOCATION FROM ELECTRICAL GROUNDING ELECTRODE SYSTEM.
FINAL CONNECTIONS AND INSIDE PHONE WIRING BY OWNER.
ONLY IF UNDERGROUND PHONE SERVICE IS NOT AVAILABLE, THEN CONTRACTOR MAY
INSTALL APPROPRIATE OVERHEAD PHONE SERVICE RISER, WEATHER HEAD, ETC.
COORDINATE WITH OWNER & PHONE CO.
SANITARY SEWER CONSTRUCTION NOTE
IF REUSING SIDE SEWER; PROPERTY OWNER MUST HAVE CONDITION VERIFIED AND PROVIDE
A REPORT AND TC TO THE CITY'S PUBLIC WORKS DEPARTMENT FOR REVIEW.
IF REUSING EXISTING SEWER LATERAL: CONDITION MUST BE VERIFIED BY THE CITY'S PUBLIC
WORKS DEPARTMENT. CONTACT EDMOND'S SEWER DIVISION: 425-771-0253.
SAWCUT NOTE
WHERE NEW UTILITY SERVICES ARE ROUTED UNDER
EXISTING PAVED AREA, ALL EXISTING PAVING SHALL BE
REMOVED IN THE FOLLOWING STEPS:
1 ) SAWCUTTING PAVING, CONCRETE CURB & GUTTER.
2) REMOVAL & TRENCHING.
3) INSTALLATION OF UTILITY.
4) BACKFILL AND COMPACTION.
5) INSTALLATION OF NEW PAVING, CONCRETE CURB & GUTTER
THAT MATCHES THE EXISTING SURROUNDING PAVING AND
CURB & GUTTER IN BOTH MATERIAL & ELEVATION.
CONTRACTOR SHALL COORDINATE, OBTAIN AND PAY FOR ALL
REQUIRED PERMITS & LICENSES TO PERFORM THIS WORK &
SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL WHILE
PERFORMING SAWCUTTING OPERATIONS AS NECESSARY.
BORE NOTE
WHERE NEW UTILITY SERVICES ARE ROUTED UNDER
EXISTING PAVED AREA, ALL PROPOSED WORK SHALL BE
PERFORMED IN THE FOLLOWING STEPS:
1) EXCAVATION OF BORING AND RECEIVING PITS.
2) BORING OPERATION.
3) INSTALL CASING.
4) INSTALLATION OF UTILITY.
5) FILL CASING AND EXTEND UTILITIES.
6) BACKFILL, COMPACTION AND RESTORE EXCAVATED AREAS.
5) ALL PREVIOUS EXISTING SITE CONDITIONS SHALL BE NOTED
AND SITE SHALL BE BROUGHT BACK TO THIS CONDITION IN
BOTH MATERIAL AND ELEVATION. CONTRACTOR TO
RE -SEED AND STRAW AS NEEDED.
CAUTION: PERMIT REQUIRED
CONTRACTOR SHALL COORDINATE, OBTAIN AND PAY FOR ALL
REQUIRED PERMITS & LICENSES TO PERFORM THIS WORK &
SHALL BE RESPONSIBLE FOR ALL TRAFFIC CONTROL WHILE
PERFORMING BORE OPERATIONS AS NECESSARY.
BORING CONTRACTOR SHALL COORDINATE WITH CITY
AND HIGHWAY/ROAD DEPARTMENT WITH REGARD TO THE
LIMITS OF EXCAVATION FOR THE BORING AND RECEIVING PITS.
COORDINATE ANY TEMPORARY EASEMENTS AS NECESSARY.
UTILITY CONTACTS:
REFER TO SV1 & C1 FOR ALL CITY OF EDMONDS
CONTACT INFORMATION.
CONSTRUCTION NOTE
ALL CONSTRUCTION TO BE IN ACCORDANCE WITH
THE CITY OF EDMONDS STANDARDS AND
SPECIFICATIONS AND WSDOT SPECIFICATIONS.
CONTRACTOR CAUTIONHI
VERIFY SEWER LINE ELEVATION
4441111F vomwo 1 6 q I
COUNTY UTILITY
SNOHOMISH COUNTY PUBLIC UTILITY DISTRICT NO.1
MARY McALLISTER
PHONE: (425) 670-3214
C WATER & SEWER DISTRICT
OVWSD
P Y 2A
STEVE DUNPHY A
-7769
PHONE: (425) 774-7769
GAS
PUGET SOUND ENERGY
PHONE: 1-888-321-7779
. .... .. COMMUNICATIONS
FRONTIER
JEREMY FALLT
PHONE: (425) 263-4023
COMCAST
A
-5363
PHONE: (425) 263
01
A\
INV=390.3
6" MIN. OR PER STORMWATER
aTENTION SYSTEM
PROPOSED STORMWATER DETENTION -
SYSTEM. SEE STORMWATER PLAN MANUFACTURES SPECIFICATIONS. ..............
... . ......
PROPOSED 1 "WATER SERVICE.-��z
EXTRA DEPTH WATER SERVICE UNDER
... ....... ...
. ..... ......
STORMWATER DETENTION SYSTEM. . ... ..... ..... . ... ......
- ...........
...... .....
...........
WATER SERVICE CROSS SECTION
.................
N.T.S.
'o
PROPOSED UNDERGROUND
MIN. SEPARATION PER ELEdTRIC TO BUILDING (UGE, T).
CONTRACTOR SHALL SCHEDULE
SPECIFICATIONS
PROPOSED ELECTRICAL LINE. MIN. INSTALLATION WITH OWNER. SEE
DETAIL 4/SU1, MEP PLAAS FOR
BURY PER ELECTRIC SPECIFICATIONS.
PROPOSED 1 "WATER SERVICE. REQUIREMENTS AND U1
EXTRA DEPTH WATER SERVICE UNDER
PROPOSED ELECTRICAL LINE.
WATER SERVICE CROSS SECTION 100ow
:t7-
N.T.S. �4
B
1 2
C4 C4
0,
-----------
1 o0ow
MINIMUM SEPARATION PER GAS
3
--N.'�ROPOSED GAS LINE.
SPECIFICATIONS
B
PROPOSED 6" SDR 35 OR D.I. SEWER SERVICE.7
iL
PROPOSED ELECT
NOTE: WHERE CROSSING OTHER
UTILITIES, MAINTAIN 12"
CLEARANCE
MATCH MANUFACTUREFTS
ANCHOR BOLT PATTERN
PACK GROUT UNDER POLE To
PROVIDE FULL CONTACT WITH DETECTABLE PLASTIC WARNING
GROUNDLUG FOOTING TAPE (SPEC 26 05 53)
LEVELING NUT AND WASHER RADIUS EDGE
343TIESAT70P
U)
1 "0 x 36" HEADED ANCHOR BOLTS W U)
(GRADE F1 554) WITH HARDENED < W
C)
LIGHT FIXTURE AS SPECIFIED STEEL WASHERS. WHEN DESIGN > < —
WIND SPEED EXCEEDS I 10 MPH, of 2 >W
0 Lu —
W LLJ
GRADE F1554 (FY=55k$!) BOLTS a co
CL co
Lu
FINISHED GRADE--\ MUST BE USED (n W of
'i " �,
_j c, <
W W
..... ..... I I,
SLIPFITTER AND MOUNTING
BRACKET AS SPECIFIED L)
-.4
"I-, if f f i ,
0 LL L) 4
.,d "I'M
W
Q
r -?I W 00 _j
��`T -j 4- W
p=ff
fT i
J. �jl C,4 W
2�
ij—j i i
ZD
ELECTRICAL CONDUIT(S). SEE
PLAN(S) FOR QTY. REQ'D.
#3 TIES @ 16"O.G.
7� 4
#15GROUND
cy)
TILT ANGLE AS REQUIRED TO AIM CONDUIT
J"O x 10'GROUN (8)-#5 BARS VERTICAL
AT SPECIFIED POINT ON SITE. DRID��F4 I TL7f. IT
2'-0" 2" MIN. BETWEEN
(ARRANGED SYMMETRICALLY CONDUITS
POLE AROUND THE PERIMETER OF
CONCRETE PIER)
FLOODLIGHT MOUNTING DETAIL CONCRETE POLE BASE DETAIL UNDERGROUNI
N.T.S. N.T.S. N.T.S.
CAST IRON FRAME & COVER
INSTALLED FLUSH WITH
FINISHED GRADE
LABEL STORM OR
SANITARY SEWER C.O.
AS APPLICABLE
CLEAOR 3"
R'ANCE
LETTERING
ON COVER
CRUSHED STONE
ASTM C33
LONG SWEEP 118 BEND
012 -1,116 SENDS
LATERAL TO THE
SEW
INSTALL 12-GAUGE SOLID CORE
TRACER WIRE WHEN USING
SCREW PLUG IN POLYETHYLENE PIPE OF OTHER
THREADED HUB NON TRACEABLE PIPE IS USED.
—CONCRETE COLLAR
OR PRECAST RING
2500 PSI MIN.
6" PVC SDR-35 RISER
CRUSHED STONE
LATERAL CONNECTION
FROM THE BUILDING
ki 11 1 �--L - I - ---�___j - I! I )
NOTE:
THIS DETAIL APPLIES TO BOTH
SANITARY AND STORM SEWERS
SEWER CLEANOUT DETAIL
N.T.S.
SYMBOLS LEGEND
REFER TO SURVEY FOR EXISTING CONDITION SYMBOLS LEGEND
NEW POLE SIGN LOCATION G —
C.O.
—W NEW WATER LINE AND VALVE — — — SS--0
UGE, T NEW UNDERGROUND ELECTRIC & 4V
TELEPHONE SERVICE
WATER METER/RPBA BACKFLOW
PREVENTOR ("I" INDICATES IRRIGATI
NEW GAS LINE
NEW SANITARY SEWER AND
CLEANOUT
NEW LIGHT POLE LOCATION
BEFORE STARTING ANY BUILDING PAD GRADING AND PLUMBING WORK, THE CONTRACTOR
SHALL FIELD VERIFY LOCATION, MATERIAL, CONDITION, ACCESSIBILITY
(INCLUDING STATE HIGHWAY OR OTHER RIGHTS -OF -WAY) AND WORKABLE FLOW LINE
ELEVATION OF THE EXISTING SANITARY SEWER SERVICE LINE OR MAIN.
IF A WORKABLE FLOW LINE HAS NOT BEEN ESTABLISHED AT THE TIME OF FINAL SANITARY
SEWER SERVICE CONNECTION, THEN THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL
EXPENSES ASSOCIATED WITH THE INSTALLATION OF A NEW GRINDER PUMP SYSTEM TO
MEET OWNER AND LOCAL REQUIREMENTS.
SEWER SERVICE CROSS SECTION METER AND TELEP
if
11
MIN.
N.T.S. �4 )0, -.PROPOSED 1 "TYPE K COPPER SERVICE ENTRANC
WATER SERVICE, MIN. 24" BURY
DEPTH. SEE DETAIL 6/C4
INSTALL SEPARATE IRRIGATION HOT BOX LLI
FINISHED GRADE WITH RPBA PER CITY STANDARDS AND
SPECIFICATIONS. A
SEPARATE IRRIGATION METER
& PIT. METER TO BE INSTALLED STUB FOR FUTUR '0 O'ReNyAu
BY CITY IRRIGATION 2 1001-Off x 7
B1 A
/0
SELECTED BACKFILL. CLEAN 320W saFT = 7
GRAVEL UNDER PAVEMENT P W- --W
OOR EL EVA Th
B
FLOOR ELEVA'
CLEAN ROCK, SAND OR SOIL. SUCCEEDING SHE
—COMPACTED 95% STANDARD
...... - - - - - -
PROCTOR DENSITY W-
320
2
EXISTING METER & PIT.
C4 C4
—2" MIN. BETWEEN
CONDUITS
CONNECT TO EXISTING WATER METE
PIT AND INSTALL HOT BOX WITH RPBA PER
CITY STANDARDS AND SPECIFICATIONS.
CONTRACTOR TO STUB UP 1 CONDUIT 1'-0" ABOVE
FINISHED GRADE AND ZIP TIE 4'-0" OF EXCESS WIRE
TO THE CONDUIT. ELECTRICAL CONTRACTOR WILL 1 o0ow
WIT MAKE THE FINAL ELECTRICAL CONNECTIONS INSIDE
THE SIGN. SIGN DISCONNECT FURNISHEWNSTALLED
BY SIGN COMTRACTOR. 1 2
CONSTRUCT 21 LF OF PROPOSED 6" DIP WATERMAIN.
CONNECT TO EXISTING WITH TEE AND THRUST
BLOCKING PER CITY OF EDMONDS STANDARD
DETAILS & SPECIFICATIONS. SEE 2/C6
INSTALL HYDRANT ASSEMBLY 4'BEHIND BACK OF
CURB. 4" STORZ ADAPTOR REQUIRED. INSTALL PER
CITY OF EDMONDS STANDARD DETAIL E7.1 AND
FFINISHED GRADE FINISHED GRADE STANDARD SPECIFICATIONS. SEE I/C6
CONNECTION OF PROPOSED 1.5" GAS SERVICE TO
z
EXISTING GAS MAIN, BY GAS COMPANY.
00 CONTRACTOR SHALL COORDINATE WITH GAS
COMPANY AND PERFORM TRENCHING AND
cli
SELECTED BACKFILL. CLEAN
-V BACKFILLING AS REQUIRED BY GAS COMPANY.
GRAVEL UNDER PAVEMENT.
PROPOSED GAS SERVICE TO BE INSTALLED PER GAS
:z. COMPANY'S REQUIREMENTS AND SPECIFICATIONS.
............. . .... X
..... ... .. .... ......
----,_COMPACTED SAND PER CITY OF
<
EDMONDS SPECIFICATIONS
... -------
-35 SEWER PIPE
. ..... 6" SDR
(IF INSTALLED UNDER PAVEMENT �PIPE ZONE BEDDING CONSISTING OF
\�—FIRM, UNDISTURBED BASE WITH LESS THEN 2'OF COVER, PIPE 3/4" CRUSHED ROCK PER CITY OF
PIPE—J THAT IS SMOOTHLY SHALL BE DUCTILE [RON) EDMONDS SPECIFICATIONS. SEE DETAIL 2/C6
GRADED AND FREE OF
LARGE MATERIALS
WATER LINE PIPE SANITARY SEWER PIPE
INSTALLATION DETAIL INSTALLATION DETAIL r7 1 A 71�r` Ai
N.T.S.
N.T.S. �4
iMUI
aw Vpr
C4 C4
Gj
C
-J-
k? �v
V,
D,
,,n
,,n
C-I
. . . ...........
7*
oo
PROPOSED GAS ME.
',,/-LOCATION
RE
INV. OF 4" DIA. SANITARY SEWER
@ BLDG. ±388.00
48 LF 6" SDR 35 OR DUCTILE IRON
I 'low
N E @ 3% SLOPE AND MIN 2' BURY
............... G
DEPTH. SEE 7/C4
THIS LINE 18 SHOWN PER SEWER AS -BUILT
INV. ±386.56
C. P. PLANS, NOT FIELD VERIFIED. CONTRACTOR
TO FIELD VERIFY ITS LOCATION AND INVERT
PRIOR TO INSTALLATION. PLEASE NOTIFY
ENGINEER IF DESIGN WILL NOT WORK
FTRASHIRECYC4
PAD,
INSTALL SANITARY SEV�ER CLEANOUT AT PROPERTY
LINE PER CITY 0 EDMONq'S REQUIREMENTS. INVERT
TO MATCH EXISTING.
W
INV. t385.12 -.00
J,
b I,
Ln N5 7- )40 PROJECTB 4ARjj LS
. . . ......... .6 V TOP OF F GE 392.4
... . ..... .... .....
....... ...... .
... ........ . ..... ..... ..... ..... ...... ...... . ..... ..... ............ ..... ..... . . ..... ..... ... . ..... ...
. ..... ......
..... ..... . ... .....
VV *" ** -, A
... ..... ----- ......
. ............. ....... ..... ...... ..... ......
............
. ...... ......
..... ...... ..............
. .. . ....... .... . ........... ...... . .....
.............. .
. ..... .....
.... .....
..........
N62*59'27"W C) 113.2 4'
... . .. ..... ..... . r. ..... . ... ... ..... so PROPOSED 10'WIDE UTILITY EASEMENT
)TU
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SITE UTILITY PLAN
C4 SCALE' 1" 20'
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
SEAL:
M. CHRISTOPHER ROGERS, P.E.
9-20-11
......................................................
DATEISSUED
38600
REG. NO.
SHEET TITLE:
SITE UTILITY PLAN
REVISIONS:
Immmmm
NO:
................ .............................................
DATE:
.................
BY:
11, 11 .............
1
F
2-11-11
............... ............................................
CITY
2
........... ............................................
7-15-11
CITY
5
9-1-11
CITY
............... .......
6
. . ................. .
9-20-11
CITY
CITY OF
PROJECT NO:
11-11,11,11111, ... . ...... —-
DRAWN BY:
DS
C 4
SHEET 5 OF 10
26444
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V 1. SYMBOL TO BE PAINTED (HIGHWAY GRADE)
0 YELLOW PER ACCESSIBILITY STANDARDS,
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UNLESS OTHERWISE REQUIRED BY ADA OR
LOCAL REQUIREMENTS.
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04
12"
9
9
20"
BOLLARD:
STANDARD 4" DIAMETER STEEL
PAINT O'REILLY GREEN.
REFER TO EXTERIOR FINISH SCHEDULE.
CONCRETE PAD OR SIDEWALK:
REFER TO SITE DEVELOPMENT FOR
LOCATION AND TYPE.
CONCRETE FILL
CONCRETE FOOTING
jjll,��!��!�ljjq
[cf� ITI, I
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SIGNAGE:
"HANDICAPPED PARKING"
EQUAL TO "BEST" No. SS53.
AT RIGHT HAND DISCHARGE
LOCATION PROVIDE
"VAN ACCESSIBLE" SIGNAGE
EQUAL TO "BEST" No. SS57.
ATTACH EA. SIGN TO BOLLARDS
W/ GALV. MOUNTING BOLTS.
4'-0" X 1 1/2" DIAMETER
GALVANIZED POLE SET INSIDE
BOLLARD W/ CONCRETE.
BOLLARD:
REFER TO DETAIL 6/C5
9
6" HINGE:
TYP. (2) STANLEY BB855 PHOSPHATE
WITH NO HOLES ON ONE SIDE FOR
4" x 4" x 1/4" STEEL TUBE GROUT
'I DIAMETER'l
FILLED & CAPED W/ CONCRETE,
A PAINT O'REILLY GREEN.
PLAN VIEW
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
5-1/2'
1' R
1' BATTER
4
1'R
0.05 FT/FT
4. -
< . 4
4 4
4
4,
4
18' STANDARD
24' ARTERIAL
NOTES,
1, FORMS SHALL BE TRUE TO LINE AND GRADE
AND SECURELY STAKED,
2. EXPANSION JOINTS SHALL BE PLACED ADJACENT
TO CATCH BASINS,
3. EXPANSION JOINTS SHALL BE EVERY 10 FEET
AND DUMMY (CONSTRUCTION) JOINTS EVERY 5 FEET.
4. EXPANSION JOINTS SHALL HAVE 1/2' TO 5/8' WIDE
PREMOLDED JOINT FILLER.
5. CONCRETE SHALL BE CLASS 3- 300OPSI.
6. FINISH SHALL BE LIGHT BROOM,
7. CURB SHALL BE SPRAYED WITH CLEPR CURING
COMPOUND OR SHALL BE COVERED AND I<EPT MOIST
FOR 72 HOURS.
8. ALL SIDEWALKS POURED BEHIND CURB IN
DRIVEWAY AREAS SHALL BE 6' THICK OYER 2' OF
CSTC WITH SUBGRADE COMPACTED TO 95% MAXIMUM
DENSITY,
CL
6#
2'- 5/8' MINUS CSTC
REVISIONS
APPROVED BY STANDARD DETAIL
DATE
D. GE13ERT 4/27/05 STANDARD TYPE "A" CURMUTTER DETAIL
D. GEBERT 4/2/07 1 DATE 7/24/01 SCALE NTS DWG NO. E2.8
L A ITI, 1100 1
GATE FRAME:
1-1/2"x 1-1/2"x 1/8" STEEL TUBE
OR 2"x 2"y. 1/8" ANGLE
W/ WELDED JOINTS.
PAINT OREILLY GREEN.
ATTACH HORZ. C.C.A. 2 X 4'S ON
STEEL FRAME @ TOP & BOTTOM
W/ 4" X 1/4" GALV. CARRIAGE BOLTS
ON OUTSIDE TO RECEIVE FENCE
FACE BOARD.
BARREL EOLT:
STANLEY HEAVY BARREL BOLT #
CD1 084BB SCREW THROUGH WOOD &
INTO METAL FRAME.
3/4" BENT STIL. BAR
(2) V I.D. X 2" LONG STL. PIPE
WELDED TO FRAME &ALIGNED FOR
BENT BAR ON EACH GATE.
REFER SITE DEVELOPMENT FOR
TYPE AND LOCATION.
GATES OPENING SHOULD BE PLACED
AT CENTER LINE OF CONCRETE PAD
L 1 1/2" X 1 1/2" X 1/8" X 4'-0" LONG
WELDED TO GATE.
3/4" BENTSTL. BAR
CITY INSPECTION REQUIRED ON FORM
WORK PRIOR TO POUR
ION JOINT
10,
DUMMY JOINT
4 4 777-7 X
4 A4
A*
V 44 A': %
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4 4.;
.4 A
'A .4
A' ...l. A: A
A
.4
'. . 4A
% .4
2' MIN,
10, O.C. 5' O,C
SAW CUT ACP A MIN,
OF 2' FROM EDGE OF
PLAN GUTTER,
FULL DEPTH 1/2' EXPANSION
JOINT MATERIAL---\
5' TO 10'
4
4 1 —.1123-
4
le "' - ' A 4.
4 j
I—, L11--1 11-111-
A'
A
!Tj pir, i—
UNDISTURBED EARTH OR
SECTION COMPACTED NATIVE MATERIAL
2' MIN, UNLESS OTHERWISE SPECIFIED
SAW CUT BY ENGINEER
IT
2"- 5/8" MINUS CSTC
N 0 T E:
1. CONCRETE SHALL BE CLASS 3- 300OPSI
2. CONCRETE SHALL BE BROOM FINISHED
3. SIDEWALK THICKNESS SHALL BE 5-1/2#,
4. SIDEWALK THICKNESS AT DRIVEWAYS SHALL BE G'v THICK,
5. CURB AND GUTTER SHALL BE POURED SEPARATELY FROM SIDEWALK
6. CONCRETE SHALL BE SPRAYED WITH CLEAR CURING COMPOUND
OR SHALL BE COVERED AND KEPT MOIST FOR 72 HOURS,
7. SAW CUT AND REMOVE ACP PAVEMENT A MIN, OF 2' FROM GUTTER
FACE TO INSURE ADEQUATE COMPACTION OF ACP AND GUTTER SUBGRADE
D. FC-1-TY' 0
'-T
REVISIONS
APPROvED 'ay DATE STANDARD DETAIL
GEBERT 4/27/05 CONCRETE SIDEWALK
D. GEBERT 04/2/07 DATE 7/24/01 SCALE NTS DWG NO. E2.13
N77'r NMA a I N- Inglarrolmll
a
CS SCALE:' 3/4" V-0"
MAX -
ALL FASTENERS TO BE
GALVANIZE FINISHED
0 0
FRONT
PROVIDE POST CAPS
1 "X6" CCA TREATED DOG EAR
BOARDS ALTERNATE BOARDS
ON OPPOSITE SIDES OF FENCE.
2" GALV. STEEL PIPE
(SCHEDULE 40,13 GAGE)
WITH SIMPSON STRONG -TIE
PGT2 CONNECTORS FOR
ATTACHING FENCE.
MINIMUM OF 3 PGT2'S PER PIPE.
2"X4" C.C.A. HORIZONTAL RAIL
(TYP.) MEMBERS THREE (3)
PLACES.
PROVIDE (2) 3/8"
DIA. WEEP
HOLES, TYP.
CONCRETE
FOOTING
SET POLES IN
DUMPSTER
PAD.
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MIN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
SEAL:
M. CHRISTOPHER ROGERS, P.E.
9-1-11
DATEISSUED 38600
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SHEET TITLE:
SITE DETAILS
REVISIONS:
NO: DATE: BY:
PROJECT NO: 26444
DRAWNBY: JTA
................ . ........
C 5
SHEET 6 OF 10
rail
COPYRIGHT BRUCE M. CARLSON, AIA 2008
D
N,
5
1/4' RAKE PER FOOT FROM
GROUND LEVEL
DOUBLE SIDED BLUE RAISED
—MIN. 6' BEHIND BACK OF PAVEMENT MARKERS
SIDEWALK
_4' STORZ ADAPTER
ALIGN VALUE BOX EARS TEE WITH FLANGED
X PARALLEL WITH THE WATER CONNECTION FOR
�2
W�zw "�\_LINE IT SERVES HYDRANT VALVE ,
TRAFFIC SAFETY FEATURE, -
BREAK OFF FLANGE, NUTS -
AND BOLTS,
3' x 3' x 3,5' THICK
CONCRETE PAD AROUND HYDRANT
10 MIL PLASTIC
BETWEEN BLOCK &
HYDRANT IN
INTERMEDIATE JOINTS TO BE
RESTRAINED
N 0 T E S
10 MIL PLASTIC
BETWEEN
BLOCK & TEE
\CONCRETE
BRICK
1. HYDRANTS AND ALL MATERIALS TO BE IN ACCORDANCE WITH CITY OF EDMONDS
APPROVED MATERIAL LISTINGS.
2. HYDRANTS SET IN CONCRETE REQUIRES AN EXPANSION STRIP AROUND HYDRANT
PROPERTY SHALL EQUAL OR EXCEED STANDARDS SET FORTH FOR THE INSTALLATION
OF PUBLIC FIRE HYDRANTS IN THE CITY OF EDMONDS.
3. PROVIDE FOR VEHICULAR TRAFFIC PROTECTION.
4. ALL HYDRANTS SHALL BE PROVIDED WITH (2) 2-1/2' HOSE NOZZLES AND
9AR*EL�2'INSXDffi#TM, t�Lzzl�fs*LT-�A-ftbN6bPzrFffuWi(DWL-dNGpAPORTER.
5. STEAMER PORT SHALL FACE THE STREET OR ROADWAY FOR FIRE ENGINE ACCESS,
6. THREE FOOT MINIMUM CLEARANCE SHALL BE MAINTAINED AROUND HYDRANT
WHEN PLACING LANDSCAPING OR ROCKERIES (ETC).
7. FIRE HYDRANTS SHALL BE PAINTED SAFETY YELLOW
8. CONSTRUCT 3' X 3' X 3.5' THICK CONCRETE PAD AROUND HYDRANT PIPE.
FVIqIONS
-0: TY:
APPROVED BY DATE STANDARD DETAIL
D. GEBERT 6/16/03
D. GEBERT 4/2/07 FIRE HYDRANT ASSEMBLY
DATE SCALE DWG NO.
90 7/24/01 NTS E7.1
1890-19
FJ 4
Mn I Tj m V I UffY V!- I � P-31 F:_4 a I P 1, P;11
NM LE
C6 SCALE: NOTTOSCALE
FILTER FABRIC
SECURED TO 2' X 2'
14 GA. WIRE FABRIC
EQUAL
2' X 2' WOOD OR
EQUIVALENT
8'- 12'
PLACE 3/4'-1,5' WASHED GRAVEL IN
THE TRENCH AND ON BOTH SIDES OF
FILTER FABRIC FENCE ON THE SURFACE.
C:)
0i
FILTER FABRIC MATERIAL IN
CONTINOUS ROLLS. USE STAPLES
OR WIRE RINGS TO ATTACH
FABRIC TO WIRE.
WIRE MESH SUPPORT FE
TO SUPPORT FILTER FA
BURY BOTTOM OF FILTER
MATERIAL 8' TO 12'
6' MAX,
2' X 2' WOOD POSTS OR
EQUIVALENT
CONTRACTOR/DEVELOPER SHALL MAINTAIN AND REPLACE
STRAW BALES TO INSURE PROPER EROSION CONTROL.
CITY INSPECTION REQUIRED ON ALL
EROSION CONTROL METHODS BEFORE
OTHER WORK CAN BEGIN.
O.F N.''D
.-C-1-TY. EOM''O'''
REVISIONS
APPROVED BY DATE STANDARD DETAIL
FILTER FABRIC FENCE FILTRATION SYSTEMS
189C DATE 7/24/01 SCALE NTS DWG No' E1.1
FJI
C6 SCALE: NOTTOSCALE
LIMIT OF PIPE ZON-
FOUNDATION LEVEL
1090-199V
BEDDING MATERIAL REQUIRED PER
CITY OF EDMONDS MODIFICATIONS
DIVISION 9 OF WSDOT STANDARD
CIFICATION FOR ROAD, BRIDGE
IUNICIPAL CONSTRUCTION AND
OF PIPE.
iPIPE BASE
N 0 T E S
1. PROVIDE UNIFORM SUPPORT UNDER BARREL
2. HAND TAMP UNDER HAUNCHES
3. COMPACT BEDDING MATERIAL TO 95% MAX. DENSITY
TY"
REVISIONS STANDARD DETAIL
APPROVED BY DATE
D. GEBERT 4/2/07
PIPE BEDDING
DATE SCALE DWG NO.
NTS E4.1
7/24/01
DWI
C6 SCALE: 140T TO SCALE
GRATE
FILTER SOCK WITH
OVER FLOW HOLES
4
A CATCH BASIN)
4:
STRAW BALES MAY BE USED IN
CERTAIN CIRCUMSTANCES (SEE
DETAIL E111). THIS APPLICAITON
SHALL BE MAINTAINED AT ALL
TIMES DURING CONSTRUCITON
PERIOD.
CITY INSPECTION REQUIRED ON ALL EROSION CONTROLI
MEASURES BEFORE WORK CAN BEGIN,
C-ITY
..O.F
REVISIONS STANDARD DETAIL
APPROVED BY I - DATE
D, GEBERT 10/06/03
D. GEBERT -05/19/05 TEMPORARY SEDIMENT TRAP FOR CATCH BASINS
1896 1990 D, GEBERT 05/05/06 DATE 7/24/01 SCALE NTS DWG E1.3
Dimensions shown on sample plan views are, Jkdsh ed inside dimensions.
Typioal offset gate design has a minimum 3' opening.
Front -load collection
Typical onGlosuieshowing 2 side by side
d4e.ct stab 4 ctibic yard or'greater containen
---------- --
T
DCARRAGE RFCYCLE f
DROP PIN METAL LINED HOLES.
INSTALL AT GATES FULLY OPEN
AND CLOSED POSITIONS
TRUCK
Overhead close-up view of
gate support showing placeme
in line with solid side wall -nt
maximiziag clear gate opening
0
MUM"M
IN
M I F-4.0
VARIES PER
CODE
>_
RAIIUS VARIES
<
D�c
>
TYPE 2 CURB RAMP
O�
6' LONG RAMP MIN.
P
(SEE DETAIL -2,15TI
SIDEWALK
u
z
A
C3
U
�PLACE
I' WIDE
TACTILE 0
1
1' BEHIND
START OF RAMP
NOTE., Offset gate deaign
offers convenient. te=t aacess
DP,,QPPIN
CONCRETE CURB AND GUTTER
OR 16' VERTICAL CURB (TO MATCH
EXISTING CURBING) SHALL EXTEND
TO END OF RADIUS,
EXTRUDED CURB SHALL START
AT END OF RADIUS
TRANSITION SLOPE SHALL
— BE 1112 (TYP)
3' LANDING (TYP)
TYPE 2 CURB RAMP
6' LONG RAMP MIN,
(SEE DETAIL E-2,14)
T
CONCRETE CURB AND GUTTER
ZPLACE FULL DEPTH EXPANSION JOINT
CONCRETE GUTTERJ BETWEEN C/G AND HIGH TRAFFIC LOAD GUTTER iT
IF WING AND C/G ARE NOT POURED AS ONE LIN
CURB/GUTTER AND WING FOR HIGH TRAFFIC
LOAD GUTTER MAY BE POURED AS ONE UNIT,
FULL DEPTH EXPANSION JOINTS SHALL BE PLACED
1' LIP IF WIDTH OF OPENING EXCEEDS 15',
C NCRETE ACP
zo
24'
SECTION A
------
9AAM V +6
CONCRETE SHALL BE CLASS 3- 300OPSI
x NOTE, CITY ENGINEER SHALL DETERMINE
APPLICABLE COMMERCIAL TYPE ENTRANCE
BASED ON LOCATION & OTHER SITE
CONDITIONS,
CURB AND GUTTER SHALL BE PDURED
SEPARATELY FRDM THE SIDEWALK, CONCRETE SURFAC
CITY INSPECTIDN REQUIRED DN FDRM WERK
PRIDR TE7 PDUR,
4TY E-0-1V -N
C.
REVISIONS STANDARD DETAIL
APPROVED BY DATE
MULTI -FAMILY/ COMMERCIAL HIGH TRAFFIC LOAD DRIVEWAY ACCESS
D, GEDERT 10/6/03 (WITH CONCRETE DRIVEWAY APPROACH)
D. GEBERT 06/27/05 DATE SCALE DWG NO.
D. GERERT 04/2/07 7/24/01 NTS E2.27.1
C6 SCALE: NOT TO SCALE
A
MIN, RADIUS
QUARRY SPALLS
2-4' MIN DIA
8'-12' MIN. DEPTH
PROVIDE FULL WIDTH OF INGRESS/
EGRESS AREA
CONTRACTOR SHALL MAINTAIN TEMPORARY CONSTRUCTION ENTRANCE
DURING THE CONSTRUCTION PERIOD,
ICITY INSPECTION REQUIRED ON ALL EROSION CONTROL
MEASURES BEFORE WORK CAN BEGIN,
TY E.-D
REVIII IONS
APPROVED BY DATE STANDARD DETAIL
D. GEBERT 10/6/03 STABILIZED CONSTRUCTION ENTRANCE
DATE
1890-19C30 — 7/24/01 1 SCALE NTS IDWG NO. E1.2
CLEAR SPACE BETWEEN END OF DOME
TRANSITION POINT FROM SLOPE TO
LANDING
B-1
IT,
DETECTABLE WARNING
PATTERN (TRUNCATED DOMES)
SEE DETAIL B
3' LANDING
TYPICAL ON
ALL RAMPS
CURB RAM
2.5' LONG
DETECTABLE WARNING PATTERN AREA
ALL BE YELLOW,
RAMP
4L
CURB AT 1.12
AT 1,12
IN A
M ST I L /2' PEIXCPAALN
ATE ZILALI (TY )SIGN JOINT
/ TO 11�1/
Ex,,,sE!,?K
SAW CUT AS REQUIRED
LTPCTILE WARNING STRIP SEE DETAIL A
WIDE (TYPICAL)
I
T Y F's.
REFE Z TO DETAIL B
ctoyw- R&�- v
1/2'
_1A[
A 13 V
1 4'
MIN. MAX.
A
A 1 5/8' 2 3/8' PL N NOMINAL DIMENSIONS
B —5/8. _11/2' 4
11 -1 C
C 7/16' 3/4' TRACTION
D 7/8' 1 7/16' RID PATTERN
- TACTILE WARNING TEXTURING
ELEVATION
4.0 4 0,-, DETAIL A
DETAIL B
NOTE, MIVINV~ o� (PI 4-o ftw)vnvyq o-f 15
1. AT LOCATIONS WHERE NEW RAMPS ABUT EXISTING CURB, GUTTERS, PLANTER STRIPS, AND SIDEWALKS, PAte,�-
CONSTRUCT NEW RAMPS TO MATCH ADJACENT SURFACES.
2. ALL CONCRETE SURFACES SHALL HAVE A LIGHT BROOM FINISH. s.-' 4/o smope
3. CONCRETE SHALL BE SPRAYED WITH A CLEAR CURING COMPOUND OR SHALL BE COVERED AND KEPT MOIST
FOR 72 HOURS.
DE CTABLE WARNING PATTERNS (TRUNCATED DOMES) SHALL BE REQUIRED ON ALL PUBLIC STREETS WITH A
C RETURN AND PRIVATE STREETS SERVING FIVE OR MORE LOTS. TRACTION GRID <DIAMONDS) TO BE USED
AS ICATED,
N-INTERSECTION CURB RAMPS ON PRIVATE PROPERTY, THE STANDARD DIAMOND PATTERN MAY BE
D INDICATED IN DETAIL A.
CITY INSPECTION REQUIRED DN FDRM W17RK PRIDR TO POUR
ACCESSIBLE RAMP SHALL BE PDURED SEPARATELY
FRDM CURB AND GUTTER.
TY OF'...
REVISIONS STANDARD DETAIL
APPROVED BY DATE
D. GEBERT 03/24/05 CURB RAMP TYPE 2
D. GEBERT 06/27/05 DATE
1890-IC390 D. GEBERT 04/2/07 7/24/01 SCALE NTS DWG NO. E2.15
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MIN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
E X P I �Re �Sif=
M. CHRISTOPHER ROGERS, P.E.
9-1-11
DATE ISSUED
38600
...........
...............
...........
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REVISIONS:
DATE: BY:
NO:
PROJECT NO:
................ 111,11.11, _ ......................................................
26444
...........
DRAWN BY:
................................ 1111.1111111". .........................
JTA
..........
C6
SHEET 7 OF 10
COPYRIGHT BRUCE M. CARLSON, AIA 2008
Z
SEE CONTRACT PLANS
VARIES
BROOMED SEE NOTE I
FINISH MR)
3"R,
(TYR)
r cm.)
DRIVEWAY
CEMENT— CONCRE7rE CuFi�
TAPER (IYP,)
CEMENT CONCRETE & GUTTER (SEE NOTE M DRIVEWAY ENTRANCE
PLAN VIEW J � SIDE SLOPE (TYP.)
(t> CURB & GUTTER NOTES 4ii�j
TYPE I (SEE NOTES) PLAN VIEW
1. When the driveway width exceeds 16 fW, con*uct a full depth
IS MAX SEE NOTE 6 VARIES - SEE expansion joint with 3160 joint filler along the driveway oentarline. TYPE 2
GRADE gas Standard Plan F-30.10.0anabruct expansion joints� 1/2"MAX UP BETWEEN
13REAK GRADE BRW parallel Iwith the centerline as required at 15 feet maximum SEE CONTRACT PLANS SEE CONTRACT p ROADWAY GUTTER & CURB,
..........
NOT STEEPER THAN 6.3S MM spacing when driveway widths exceed 30 ftt ................................. " . s OR SEE CONTRACT PLANS
ROAD GRADE 2. See Stantlard Plan F-30.10 for sidewalk details� Itr R. (TYP,) MPRESSED CURB
2.0% MA
GUTTER (SEE NOTE 3)
3. Curb and gutter shown, see the Contract Plans for the
PED98TRAN RAMP
PEDESTRIAN RAMP curb design Specified, See StandaW Plan F-10.12
f
GRADE aV EXPANSION JOINT (TYP,)
CEMENT CONCRETE BREAK SEE STANDARD PLAN P40.10 for Cuth Details. DRIVEWAY
SIDDYALK (TYP.) SECTION (SEE NOTE 7) SIDFM ��OMVEWAY RAMP
4. Avoid placing drainage structures, junction boxes
30 EXPANSION JOINT VryP.).__,/ SECTION
1/2, MAX LIP BETWEEN or other obstructions in front of driveway entrances. - SEE STANDARD PLAN F-30.10
TRACT ROADWAY GUTTER 9 CURB 5, Where "GRADE BREA10 is called out ft anbre length of the
SEE CON SEE CONTRACT OR SEE CONTRACT PLANS line between the two adjacent surface planes shall be flush.
Irr R, PLANS PLANS r DEPRESSED CURB
& GUTTER 6, The curb romp maxknurn running slope shall not require the
SEE CONTRACT P,., (SEE NOTE 3) romp length to exceed 15 feet to void chasing the slope LEGEND
2,0% MAX. 6
. ; , , r � , !: ".. I'll 1,
indefintt* when Connecting to staep grades, Men SLOPE IN EITHER DIRFCTION FEN
applying the 16 foot max. length, the running slope
DRIVEWAY RAMP t of the curb ramp shall be as flat as feasAle.
WS"EXPANSION JOINT PP.)
7, Pay item does not Includa driveway.
DRIVEWAY - SEE STANDARD PLAN F-"AD
,sEe NOTE 7) See Contract Plans.
SECTION
"CEMENT CONCRETE DRIVEWAY
'CEMENT CONCRETE DRIVEWAY ENTRANCE TYPE r PAY LIMITS
ENTRANCETYPIE I" PAY LIMITS
DIRNIEWAY DRIVEWAY CEMENT CONCRETE
(SEE NOTE 7) (SEE NOTE 7) DRIVEWAY ENTRANCE
TYPES Is 213 & 4
CL 4000 CONNORETE STANDARD PLAN F-80.10-01
PER STANDARD SPEC 9-4143
CL. 4000 CONCRETE
PER STANDARD SPEC, 8-03 SHEET I OF 2 SHEETS
10� MAX
Y LIMITS
,,JarOMETRIC VIEW
TYPE 1 PAY LIMITS
VARIES 12!'TO24IIi FACE OF CURB
. ... . . ......... . .......
FACE OF CURB,
VARIES
10" TO 2Z
iE CONTRACT);
C14 ROADMY
SLOPE
MATCH ROADWAY MAT
E
ROADWAY
1/2'R",
ROAUMY
SLOP
Ir
1 11
. ...........................
DUAL -FACED CEMENT CONCRETE
TRAFFIC CURB AND GUTTER
FACE OF CURB
5 IJ2'
I" R- MATCH ROADWAY
V2, R . ......
SLOPE
ROADWAY
4,
CEMENT CONCRETE
TRAFFIC CURB AND GUTTER
1W R, CEMENT CONCRETE OR
ASPHALT CONCRETE
SIDEWALK OR PATH
I.,
3W PMOLDED JOINT FILLER
(WIEN ADJACENT TO CEMENT
CONCRETE SIDEWALK)
CEMENT CONCRETE PEDESTRIAN CURB
FACE OF CURB
rA= Or CURB
VWES 12"TO W:
................................... .
i%
VARIES
R.
I' R. .--\. 1
ROADWAY ROADWAY
13/4"
DUAL -FACED CEMENT
ONCRETE TRAFFIC CURB
APPROVED FOR PUBLICATION
Rasco filakcWch N 0&03-10
W. "",
1,,,.j&dmETRic VIEW WaAlnwmn suft
TYPE 2 PAY LIMITS
FACE OF CURR
6 irx VARIES FROM W10 Cr.
MAINTAIN 1H.6V SLOPE
VARIES:� ON SIDE OF CURB
MATCH ROADWAY
SLOPE
112* R. /
ROADWAY
96:
W. R
.. ........
W * .% 1.
6:
ku
<,>
DEPRESSED CURB SECTION
ATCURBRAMPSAND
DIRNEWAY ENTRANCES
CFMENT CONCRETE
a, CURS RAMP, LANDING,
Vr R. . .... .
OR DRIVEWAY
VAPJF-$ ENTRANCE
FROVI
To (r
... ..........
3/8* PREMOLD M
JOINT rIULER.
CEMENT CONCRETE PEDESTRIAN CURB
AT CURB RAMPIS. LANDINGS,
AND DRfMAY ENTRANCES
FACE OF CURB
1W
I" R.
ROADWAY
f
LLL—S
..........
CEMENT CONCRETE
TRAFFIC CURB
I ECK(# I FL�
C7 SCALE: NOT TO SCALE
w.
C7 SCALE: NOTTOSCALIE
NOTE
1. See Standard Plan F-30.10 for Curb Expansion and
Contraction Joint spacing,
-R PAN AT CURB
FLUSH WTH OUTTE
<1) RAMP ENTRANCE - la'VERTICAL LIP
AT DRIVEWAY ENTRANCE
FACE OF; CUR13
I 1Z R.
7 V41"
ROADWAY
f,
A
MOUNTABLE CEMENT
CONCRETE TRAFFIC CURB
................ ..
: X :
ith'i
4
CEMENT CONCRETE CURBS
-10.12-02
STANDARD PLAN IF
SHEET I OF I SHEET
............. ..........
APPROVED FOR PUBLICATION
Pasco Bakiotich N 06-16-11:
MATE VEMN VIMMER CATE.
Alft
.............................. ......... ........... ................ ..........
VARIES EXPANSION JOINT (TYP.)
BROOMFU 318
FINISH (TYP,) SEE CONTRACT' PLANS SEE STANDARD PLAN F-10.110
CEMENT 2.0% MAX.
------ - MATCH SIDEWALKWIDTH
CONCRETE- 4? - (r MIN, SEE
SIDEWALK MATCH SID CONTRACT PLANS
'r - IV, MIN.
7.
si CONTRACT PLA'N3
.................. ....................................
----------------------------------------------------------- 7 ---------------------------------------------- -- C_ .. .....................
BUFFER STRIP (ryp.) SEE NOTE I
PLAN VIEW
21 TYPE 3
9
-F
Z
U_
MATCH SIDEWALK WDTH TRAC
SEECON T PLANS
Ir7 R. (TYP.) .. . ....... . ......
SEE
DRIVEWAY 4 Cr MIN,
(SEE NOTE 7)
.-2.D% MAX.
. ........ . .... .
SIDE,
VALK DRIVEWAY
XWEXPANSION JOINT (TYR) RAMP DEPRESSED
SEE STANDARD PLAN F-MAD CURB & GUTTER
ME NOTE 3
SECTION
DRIVEWAY
ICEMENT CONCRETE DRIVEWAY
ENTRANCE TYPE T- PAY LIMIT
DRIVEWAY
ISOMETRIC VIEW
TYPE 3 PAY LIMITS
11 W� 61 SIDEWALK- WMIN.
11. W (SEE CONTRACT)
ROUNDING
12%1 1/2- R, (TYR)
2.0% MAY,
'Mot
JOINT FILLER
-0S SHEET
DETAIL - TI
Z. ""
SEE RAISED EDGE _J 31tr PRI
WITH RAISED EDGE
Z-(r $IDEWALK - 6 - VMIN.
MIR (SEE CONTRAC1)
11 a" 11 cr
1fr R, (TYP.)
ROUNDING
2.0% 2APA MAX.
9
JOINT FILLER
ADJACENTTO CURB
(STEEP FILL SLOPES)
0. SIDEWALK- 6 - 0"MIN,
All CUT . ...........
$LOPESf-
1W R. (TYP,)
ZMA MAX
UP.
�Wr W PREMOLDE
JOINT FILLER
ADJACENT TO CURB
UJ
LU
J�
i
(M."
M
AX LIP BEIV&EN
ROADWAY GUTTER & CURB,
OR SEE CONTRACT PLAN$
............ .................. .............. . ........
CEMENT CONCRETE
CURB & GUTTER
SEE NOTE 3
ORN'SNAY ENTRANCE
SIDE SLOPE MP.)
VARIES - a, - tr
--------------
SEE CONTRACT PLANS
13ROMED
3V EXPANSION JOINT (TYR)
SEE STANDARD PLAN F 0 FINISH (TYR)
*CEMENT CONCRETE DRIVEWAY
ENTRANCE TYPE 411 PAY LIMIT
DRIVEWAY
(SEE NOTE 7)
CL 40M CONCRETME
PER STANDARD 3PEM griNA'
MvEWAy ENTRANCE SEE NOTE I
CEMENT CONCRETE
SIDE SLOPE (M.) CURB & GUTTER
SEE NOTE 3
PLAN VIEW
TYPE 4*
*THIS ENTRANCE TYPE SHALL NOT BE USED ALONG A PEDESTRIAN ROUTE
Ire R. (TYP.) -
1W MAX LIP BETWEEN
ROADWAY GUTTER &CURB,
OR SEE CONTRACT PLANS
DRIVEWAY
�Mrn NOTE 7) DRIVEWAY
DEPRESSED
RAMP SEMON
CURB #I GUTTER
SEE NOTE 3
ISOMETRIC VIEW
TYPE4PAYLIMITS
0
of
a
Ak-
OtSTI
0,14.k L
CEMENT CONCRETE
DRIVEWAY ENTRANCE
TYPES 11121 3 & 4
STANDARD PLAN F-80.10-01
SHEET 2 OF 2 SHEET$
APPROVED FOR PUBLICATION
Pasco Bakafth N 06-03-10
0 OWE MM101OW11111 11AT33
WalhinsftH SWO DWOOMMA of
H(ikvja 9`1
UW �hog VU4 -5
FOR SIDE TREATMENT SIDEWALK C - U* MIN. SIM
see 00
CONTRACTION
43 11W
FACE OF CURB
SEE OTHER
SIDEWALK SECTI ON$
(SEE CONTRACT)
JOINT
irr R. (TYP.)
CURB NOT INCLUDED IN 810 ITEM
2,09 i, MAX,
SEE STANDARD PLAN F-110.12
- -----
ROADWAY
SEE CURB FACE DETAIL
1
FINISHED GRADE 11' BELOW
MONOLITHIC CEMENT CONCRETE
--1
TOP Or- CONCRETE SURFACE
C URS AND SIDEWALK
NOTE
NOTIE- Extend sidewalk trartmirse expansion
1. Four feet of the sidewalk width shall bathe minimum pedestrian accessible
joints to include curb (full depth).
CURB NOT INCLUDED IN SID ITEM
mute, free of vertical and horizontal obstructions. Gratings, access covers,
CURB FACE DETAIL
SEE STANDARD PLAN F-110.112
F -
junction boxes, cable vaults. pull boxes and other appurtenances within the
sidewalk must have slip resistant surfaces and be ffush with surface and
match grade of the sidewalk,
WALL OR WRIER
CURB NOT INCLUDED IN BID ITEM
SEE STANDARD PLAN F-10.12
Irr R.
3W PREMOLDED
JOINT rILLER
SIDEWALK ADJACENT TO WALL DETAIL
BRIDGE OR PEDESTRIAN
RAILJNG
SIDEWALK-6I - 0'MIN,
i - --?-
I I (SLa CONTRACI)
BARRIER W
DNTRACT lr�- R, oyp')
(SEE CA
PLANS)
FWSH CURB NOT INCLUDED IN 810 ITEM
2MA MAX
0.12
SEE STANDARD PLAN F4
VERTICALWALL 71
PREMO�E,
JOINT FILLER ��P.)
SEE DETXL
� F�L
ADJACENT TO CURB AND RAtUNG OR WALL
NOTE,. EXTEND SIDEWALK TRANSVERSE
MOE
JOINTS TO INCLUDE RAISED F
T- XMIN.
DR ME TREATMENT 51DEVMK 5- Q'MIN, BUFFER STRIP RAISED EDGE DETAIL
fE CTHER SIDEWALK
SEE CONTRACT) Er- CONTRAcTi
NS
SECTIO
112'R. (TYP.)
CURB NOT INCLUDED IN BID ITEM
SEESTAND
O�M -10,12
AX ARD PLAN F
FINISHED GRADS 11 BELOW TOP OF CONCRETE
SURFACE FOR PLANTING FLUSH IF PAVED
PREMOLDED
JOINT FILLER
ADJACENT TO BUFFER STRIP
EXPANSION JOINT
C7 SCALE: NOT TO SCALE
IRB
OWN)
IV TO 114' CEMENT CONCRETE
SIDEWALK
-30.10-01
STANDARD PLAN IF
SHEET I OF I SHEET
APPROVED FOR PUBLICATION
P"co filakofth 111 065-03-10
VATT.
washineftff at
CONTRACTION JOINT
A
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MIN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
SEAL:
M. CHRISTOPHER ROGERS, P.E.
9-1-11
DATE ISSUED
38600
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SITE DETAILS
REVISIONS:
NO: DATE: BY:
2
. .. ...... . ....
5 9 CITY
SEP Oil
DUILDING DEPAnTMENT
nor
ws
PROJECT NO: 26444
......................... ... ......................................................................................
DRAWN BY: JTA
................................ ................ .................. ............
5
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SHEET 8 OF 10
COPYRIGHT BRUCE M. CARLSON, AIA 2008
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FILTER CARTRIDGES NOT SHOWN IN THIS VIEW
TO SHOW INLET INVERT,
InternatsO 48 Manhote
components --- I
,A- Jbb Floor
SK-0567 Bypass
. itt
NOTE, Treatment Ftow Rate
1. MAXIMUM WEIGHT = 6561, (ASSEMBLED WITH CARTRIDGES), 20.4 gpm / 0,045 cf s
P01 I N/A ]IEW�_ ]I/A-
Mv. IEM 0
JOB DETAIL erk Filterf 0 48' Manhote
APPROVALS DATE
18' Cartridges, 2 Each 360 &A -ton Place, Santa Ro% CA 95407
WON Mv MMnM% rw M.24.WX awktim"
Customer: CEI Engineerlin JMcKintey 09/01/11 SIZE DRAWIN6 NO. REV.
J, Hardesty 09/01/11 PDD-39 14 POI
Job Name: DRei[ly A ut o �Iarts- of= ��_F —
PRIM DOW SCALE, NONE
Edmonds,WA J, Hardestv 09/01/11 DO NOT SCALE DRAWING SHEET I OF I
4 It" 1001; Ili FAI I
SCALE: NOT TO SCALE
POLYPROPYLENE
STEPS OR LADDER
PER WSDOT OR
APPROVED EQUAL
8" SID
'vo
RESTRICTOR
N.
8" PVC
PLAN VIEW
TOP 389.0
POLYPROPYLENE
STEPS OR
LAUUtN
N
O.F. EL. 385.45—:.-arL2�M1
5' RESTRICTOR TEE
9' REMOVABLE PLUG
INV. 378.00 —
TYPE 1—LCB
8�' PVC Z
REMOVABLE PLUG
1" VENT HOLE--
8" PVC
FACTORY TEE 6' PVC
PVC PIPE
c,0 GROUT
6' PVC PIPE
136" CMP
/TO/FROM
/ TANK
54" DIA., TYPE 2
CATCH BASIN
4
NOTES:
1 ) CALL ENGINEERING DIVISION (771-0220 EXT. 1326) 24 HOURS IN ADVANCE FOR A TIGHT —LINE AND DETENTION
SYSTEM INSPECTION BEFORE BACKFILLING AND FOR FINAL INSPECTIONS.
2) RESPONSIBILITY FOR OPERATION AND MAINTENANCE OF DRAINAGE SYSTEM ON PRIVATE PROPERTY IS THE
RESPONSIBILITY OF THE PROPERTY OWNER. MATERIAL ACCUMULATED IN THE STORAGE PIPE MUST BE
FLUSHED OUT AND REMOVED FROM CATCH BASINS TO ALLOW PROPER OPERATION. THE OUTLET CONTROL
ORIFICE MUST BE KEPT OPEN AT ALL TIMES.
3) FOOTING DRAINS SHALL NOT CONNECT TO THE DETENTION SYSTEM.
. 385.45
67 ELBOW
I ELEV. 383.05
7/8" ORIFICE
ELEV. 378.00
CUT HOLE 7/6' DIA. HOLE TO BE
SHARP —EDGED, SHOP DRILLED.
RESTRICTOR TEE
PRE —CAST 60" DIA.
TOP SLAB
8" INTAKE PIPE
INV = 387.62
POLYPROPYLENE -
STEPS OR LADDER
PER WSDOT OR
APPROVED EQUAL
TOP 391.5
,36' CMP
DESIGN:
COLLECTION AREA: IMPERVIOUS = 0.688 AC
PERVIOUS = 0.329 AC
PIPE DIAMETER = 96"
PIPE LENGTH = 70 FT
ORIFICE 1 = 7/8" AT 378.00
ORIFICE 2 = 7/8" AT 383.05
OVERFLOW = 385.45
SCALE: NOT TO SCALE
INV. EL. 377.86
BRUCE M.
CARLSON
architecture - planning - interior design
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, IVIN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
LSA ENGINEERING, INC.
19217 36TH AVE W, SUITE 106
LYNNWOOD, WA 98036
PHONE: 425-775-1591
CONTACT: ROBERT LONG, PE
M. CHRISTOPHER ROGERS, P.E.
9-20-11
i§§G*ff6** """ .........................................
38600
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DATE:
BY:
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7-15-11
. . . . . ......... .
CITY
............ . . . . ............. . .......
5
9-1-11
CITY
6
9-20-11
CITY
F_ �
CITY OF
PROJECT NO: 26444
. . ............ . . __ ........................... . . . ...... . .. . .. . ........
DRAWN BY:
SHEET 9 OF 10
a- COPYRIGHT BRUCE M. CARLSON, AIA 2008
_7
�j In
A. CONTRACTOR TO UTILIZE APPROVED STATE/FEDERAL DOT
+
0
N I SIGNAGE PER THE CURRENT MUTCD.
C"I
52
k. B . CONTRACTOR TO COORDINATE ALL WORK WITHIN THE
:-3
ROADWAY WITH APPROPRIATE STATE/COUNTY/CITY ENTITIES.
LU 0
00 0:
C . CONTRACTOR TO FIELD ADJUST LOCATIONS OF TRAFFIC
0 Z:�
P Uj BARRELS TO ACCOMMODATE THE LOCATIONS OF DRIVEWAYS
9 W d
_St_ X 0�,� 0
" CL - : -4 AND ROADS.
0 Auto
Q'Rei
41 0
C) .0
0
cj� 0 100'0*X75'0'
D. WORK WITHIN ROADWAY SHALL BE COMPLETED DURING LOW
T sa Fr = 7,60
11z TRAFFIC TIMES BETWEEN THE HOURS OF 8:00 AM -2:00 P.M.
0 ELEVATION.,
FLOOR ELEVATION ON
I E. FLASHING BEACONS SHALL BE UTILIZED AT EACH BARREL
UCCEEDING SHEETS., 100.
DELINEATING AT TAPER AND EVERY THIRD BARREL WITH IN THE
WORK ZONE.
01
00
F. ALL CONSTRUCTION VEHICLES SHALL ENTER AND EXIT SITE
O'k
1 1 4) 00 FROM HIGHWAY 99 ENTRANCE.
00
R D G. WORK WITHIN HIGHWAY 99 AND 230th SHOULD BE
00 ADJACENT PROPERTIES
C==
ARE NOT SIMULTANEOUSLY SHUT DOWN
SIDEWA
CLOSED
4" F7 N/ I
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ARRE A DJACENT
T
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�AFFI(
(TYP.)
\PLACE AT 234th ST r
INTERSECTION I HUM 99 TRAF
PINk.v+ -Dr:::-Mof, RNOVrE5
CS SCALE: I" = 3W
WIPA&C-honal
M am
CL6 RAq�l� VIZA A-dO -1—. ,q O'�
WORK AREA
MCI I 1= TRAFFIC CONTROL SIG N
TYPE 3 BARRICADE
A-T
tII if I vi A-7
$V 0
S,3 r
ROAD
CLOSED
R11-2 B/W
48" X 24"
UK
0
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...........
e*:
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Vr-
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AHEAD
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-3
0
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lj�vjpj qcr i nja-5
It
AX 01
&O'c2(v-
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TYPE 3 BARRICADE
sit,
A 0 13
T\j -
fa,
SIDEWALK
V, CLOSED
W,
C\j
36" KeVT
S
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4r_VV1111't CFLOORELEVA177i);IN ON
2 1230th ST TRAFFIC CONTROL
SCALE: 1" 3&
'28
--------------- -
SIGN SPACING = X (1)
RURAL ROAD$ 45 fW MPH SW
RURAL ROADS & UROM ARTERIAL$ 35140 MPH 35W t
............. .............. ................................... . ................. ............................. ....... . . . ...............
LONGITUDINAL BUFFER SPACE a NOTES RURAL RCIMS. URBAN ARTERIALS,
�6 f $0 MPH 20V * (2)
POSTED It RESIDSMAL & BUSINESS DISMIM
I. A Protective Vehicle is recoMMentled regartleSs if a Track
911Wrn
0 42 as: 570 UR13AN SUMETS 25MPHORLM 101*(2)
MountW Albenuator (TMA) is available; a work vehicle M
BUFFER DATA
TYP=LPR0T9CMWVr;HICLAWFfHTMA (SEE NOTE I)
VEHICIA! T"a LCADWWrMT
4 YARD DUMPTRUCK MIMMUM MuHr Ism Lai,__
SERVICE TRUCK SHALLBE
=0'200=8TIN M A N U �
FLAT BED, ETC, FACTURER R9COMMENDATION)
- . .................................... ........................................ q ..................................
ROLLAMEAD STOPPING DISTANCE = 3D FEET MIM
PRY PAVEMENT ASSUMED)
be usecl. When vo TMA Is ul;ed, the Protective Vehicle ALL SIGNS ARE BLACK ON ORANM UNLESS DESIGNATED 07HERWM
shall be strategically located to shield workers, with no
. .................. spedflo Roll�Meacl distance. (1) ALL SIGN SPACING MAY BE AWUSTED TO ACCOMMODATE
2. Devices shall not en=ach Into atilacent lanes, AT4RADE INTERSECTIONS AND DIRWEVAYS.
0204A
on
........... (2) 1HISSIGN! SPACING MAY BE REDUCED IN URBAN AREASTO FIT
0OVV!NSTREAM TAPER amended.
3, Extend device taper (U3) aaM Shoulder` - mm, ROADWAY CONDITIONS.
TO SHOW END OF VWRK
AREA - SEE NOTE 7 4. Portable Changeable Message Sign (PCMS)
recommended.
MIN 5, Use Tlrartavorse Devices In dosed term every 10W;t
RECOMMEND CLOSING ADJACENT Dmol MAIN
LANE TO MAINTAIN SUPPER SPACe "j. remmmanded,
SEE STANDARD PLAN K-24.20 FOR
ALTERNATE ENCROACHMENT 6. Traft Safay Drums for all tapers on high speed roadway M4-8
. . .......... .. ...... ..... recommended.
T. ChannelIzing Device spacing for the downstrearn taper
!Z� . . .......... ... ........
option shall be 2V O.C.
8. For signs size retbir to Manua) on Unffbrm Tmfflc Control
Devices (MUTOD) and WWOT Sign Fabrication Manual
SIGN SPACING X (1)
RU RAL HIGHWAYS .. . . . ......... . . ..................... W 165 MPH
. . . . ..... . . ........
W4-2L
COMPLIANCE DATE 12123113
RURAL ROADS 48 t SS MPH SW t
....................
................................................................................................................................................................
RURAL ROADS A URPAN ARTE.RIALS 35140 MPH W
...................................... .......................................................... .......................................
........................ ............
.........
RESIDENTIAL & BUSINESS DISTRICTS 25130 WH 2W 1 (2)
..............................................................................................................................
x:
URM STREETS 26 MPH OR LESS
....... ... . . .......... .........
ALL SIGNS ARE BLACK ON ORAME UNLESS DESIGNATED OTHEM%SE
...... .... .. ...... ........... ...
(1) ALL SIGN SPACING MAY BE ADJUSTED TO ACCOMMODA1 E INTERCHANGE
i 0.
RAMPS, AT -GRADE INTERS TIONS. AND ORWEMYS. RMHT
SIDEWALK
CLOSED
_r
USE OTHER
SIDE I
36" X 36"
a,
LEGEND
N SIGN LOCATION
K-. C BARRICADE -TYPE 3 A
X,
1111-2 SW
,�Z;i BARRICADE -TYPE 31.
ROAD I W:ILLS
CLOSED 3z 3z CLOSM
Sz . . . . . SIM
AHVW
X!
z flun R114
SNV MV
Sz
X CLOSED
............................... P9 ROAD CLOSED ROAD CLOSM
AHEAD
............
xxfAl MFAD OR I M
LOWRAFFIC ONLY:
......... .. ...................... . ....
NK-10L
. .................. ................. . .... . ...........................
J TWOLIVIES NOTES
(2� THIS SIGN SPACING MX( BE REWMD IN URBAN ARE" TO FIT
A
ROADMY CONDITION$. CLOSED
ARMWO 1. Modify Regulatory Traft Control Devices, as needed, for the
X
duration of the detour,
... . ........ . . -
v.. ... .....
CHANNELIZING DEVICE SPACING PCMS
2. 7Wo Flaahing Vftrnlng Lights (Type A per MUTCD) may be used to
SAMPLE MESSAGE
mark each barricade at night
— --------- ...........
POSTED WEED I IN TAPER IN TAN13ENT 0 IAMWO
1 2
(MPH) (FEED (FEn .......................
WORK 3. Trail elazem shall be Installed throughout the detour, as appropriate.
ONE
AD 2LANE MILE
.......... . ........ - ........... ... ....... AHEAD
40145 CLOSED ...............
AHEAD 4. Signing shown for the one direction only.
............... ...................
i's SEC 1�5 $PC I
5, Coordinate wIth emergency sawlom.
... .. . ..........
FIELD LOCATE IN ADVANCE
LEGEND OF LANE CLOSURE SIGNING
s. ror signs size refer to Manual on Uniform Traffic Control Devices
(MUTCD) and WSDOT Sign Fabricatton Manual M65-05.
SIGN LOCAPON
..................... .................. %
. ........................................................... .................................................................................................
S7 .... ....................... ..............
......................................... H
3,
DETOUR
.............
.. ....... . M3.1
MAIN sT. 03-101
0MUR M"
X............
UR
.... ............. . ..............................................
AHEAD
X' '0-3
<ROAD
CLOSr
'1\MEA10)
A
4�2?k,
BRUCE M.
1!F CARLSON
architecture - planning - interior design
BRUCE M. CARLSON, ARCHITECT
219 N. 2ND ST., SUITE 301
MINNEAPOLIS , MN 55401
PHONE: (612) 338-6677
FAX: (612) 338-2995
E—MAIL: info@cmarch.com
CONTACT: JESSICA IVERSON
jiverson@cmarch.com
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, IVIN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
CONTACT: ALAN CATCHPOOL
SEAL:
- s _Kw__
M. CHRISTOPHER ROGERS, P.E.
9-1-11
6_kfff _ISSLTE5_________
38600
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SHEET TITLE:
TRAFFIC CONTROL PLAN
REVISIONS:
NO: DATE: BY:
PROJECTNO: 26444
DRAWN BY: JTA
C AO%L
ff IL 5
SHEET 10 OF 10
n
COPYRIGHT BRUCE M. CARLSON, AIA 2008
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PARKING SPACES RE0,M_
PARKING SR,10ES PROPOSEU.,
BARRIER FIREE PARKING SPACES:,
A. REFER TO PROJECT MANUAL FOR ADDITIONAL
REQUIREMENTS.
B. SITE CONDITIONS BASED UPON SURVEY PROVIDED BY*
OWNER. CONTRACTOR TO FIELD VERIFY MSTING
CONDITIONS BY DETAILED INSPECTION PRIOR TO
SUBMITTING BID AND BEGINNING CONSTRUCTION.
C. REFER TO CIVIL DRAWINGS FOR ADDITIONAL
REQUIREMENTS.
D. ALL PLANTING TYPES SHALL COMPLY WITH LOCAL
GOVERNING CODES�AND REGULATIONS, CONFORM TO
REQUIREMENTS OF PLANT LIST AND TO THE AMERICAN
ASSOCIATION OF NURSERYMEN "AMERICAN STANDARD
OF NURSERY STOCK"AND "HORTICULTURAL
STANDARDS"AS TO SPECIES, AGE, SIZE, AND PLANTING
RECOMMENDATIONS.
E. NO MATERIAL SUBSTITUTIONS SHALL BE MADE WITHOUT
THE OWNERS'S PRIOR WRITTEN APPROVAL. ALTERNATE
MATERIALS OF SIMILAR SIZE AND CHARACTER MAY BE
CONSIDERED IF SPECIFIED PLANT MATERIALS CANNOT BE
OBTAINED,
F. PLANT LOCATIONS ARE APPROXIMATE. ADJUST AS
NECESSARY TO AVOID CONFLICTS. DO NOT PLANT
TREES OVER OR WITHIN 8'OF UNDERGROUND
UTILITIES.
G. QUANTITIES OF MATERIALS SHOWN ON LANDSCAPING PLAN
TAKE PRECEDENCE OVER QUANTITIES SHOWN ON
PLANTING SCHEDULE. CONTRACTOR SHALL BE
RESPONSIBLE FOR VERIFYING ALL QUANTITIES ON
LANDSCAPING PLAN.
H. ROCKHOUND, GRADE AND PROME 4- TOPSOIL AT ALL
SOD, SEED AND PLANTING AREAS. GRADE SHALL BE
ADJUSTED FOR SOD THICKNESS.
1. WHEN CLAY SOIL IS ENCOUNTERED IN THE ESTABLISHMENT
OF THE LAWN OR THE INSTALLATION OF PLANT MATERIAL IT
SHALL BE IMPROVED IN ACCORDANCE WITH STANDARD
TRADE PRACTICE AND THE PROJECT SPECIFICATIONS.
J. RE-ESTABLISH TURF IN AREAS DISTURBED BY GRADING OR
UTILITY TRENCHING IN THE RIGHT-OF-WAY.
K. COORDINATE WORK WITH OTHER SITE RELATED
DEVELOPMENT DRAWINGS.
L. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
HILLSDALE COUNTY STANDARDS AND SPECIFICATIONS.
M. ALL DISTURBED PERVIOUS SURFACE AREAS WHICH ARE TO
REMAIN PERVIOUS SHALL RESTORE SOIL QUALITY AND
DEPTH BY AMMENDING/COMPOSTING SOILS (PER D.O.E. BMP
T5.13).
LANDSCAPE
SYMBOLS LEGEND
REFER TO SURVEY FOR EXISTING CONDITION SYMBOLS
LEGEND
NEW BUILDING CONSTRUCTION
AREA OF CONCRETE
NEW POLE SIGN LOCATION
NEW CONCRETE PAVING BLOCK
NEW LIGHT POLE LOCATION
..........
..........
.............
AREA OF MULCH
AREA OF SOD
LAWN AREA WHICH EXCEEDS 25%
. . ... .
SLOPE TO BE PROVIDED WITH SOD.
REFER TO GRADING PLAN
NEW TREE
REFER TO PLANTING SCHEDULE
FOR SIZE AND TYPE
NEW SHRUB
REFER TO PLANTING LEGEND
FOR SIZE AND TYPE
0 "T"'TET FILE
N
BRUCE M.
CARLSON
architecture - plannirg - Interiordesign
BRUCE M. CARLSONs ARCHITECT
219, N. 2ND ST., SUITE 301
MINNEAPOUSe MN 55401
PHONE: (612) 3,38-6677
FAX: (612) 338-2995
E—MAILe fnfo0cmarch.com
CONTACT: JESSICA IVERSON
livemon0cmarch.com
rl",11 I I lilt
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
ASTo INC.
5001 AMERICAN BLVD W, SUITE 800
BLOOMINGTON, MN 554,37
PHONE: 952-854-9302
FAX: 952-854-9690
DUNHAM ASSOCIATESo INC
50 SOUIH SIX-fH ST, SUITE 1100
MINNEAPOLIS, hIN 55402
PHONE: 612-465-7550
FAX: 612-465--7551
SEAL:
5449
R, iF G I S T �-_- �1` r-E D
r -CT
T
A C H! T EC T
B
CEIld C, ON
OF ft T%l
BRUCE M. CARLSON,. ARCHITECT
6W
13-2113-110
SHEET TITLE:
LANDSCAPE PLANTING PLAN
ROJECT NO: 10120.007
)RAWN BY:
. . . ........ . ..
L I
SHEET 'I OF 3.
I
w
L2 I SCALE: 3/4" = 1'-0"
--e" e"
-.Sao--
LM j1A.1 Me IGO A I Q P (Ce i I I DaT I [Of I Lt
hTiNal E41UPWA-VA114110m
L2 I SCALE. 3/4' =I '-0'
MULCH
LANDSCAPE FABRId
L2 I SCALE: 3/4" = I' -Om
L 't - I I zr -r*.-%
1-11 -fill-
SMALL
SHRUB PLANTING
L2 j SCALE: 3/4" = 1'-0"
ui
ul
LL
0
LLJ
Le MCI a
L2 I SCALE: 3/4' = 1'.0'
� u-k uo r
i
A. REFER TO PROJECT MANUAL FOR ADDITIONAL REQUIREMENTS.
B. COORDINATE WORK WITH OTHER SITE RELATED DEVELOPMENT
DRAWINGS.
PLANTING:
REFER TO PLANTING SCHEDULE FOR TYPE
SET TREE LEVEL AND PLUM.
STRAIGHTEN AFTER SETTLEMENT IF NEEDED.
ENCASE WIRE AROUND TRUNK IN BLACK RUBBER.
MOVE UP ABOVE OR EQUAL TO 1/2 TO 1/3 OF THE HEIGHT
OF TREE.
SET TREE WITH TOP 1/3 OF ROOT ABOVE FINISH GRADE.
REFER TO LANDSCAPE PLAN FOR GROUND COVER TYPE
AND LOCATIONS. PROVIDE 3" DEEP 5/8"CREEK GRAVEL
OVER BLACK VISQUEEN VAPOR BARRIER OR 3" DEEP
SHREDDED CYPRESS MULCH OVER BLACK VISQUEEN
VAPOR BARRIER.
LAWN
PLACE THREE PINS EVERY Z-O", SPACING EQUALLY. SOD
SHALL BE COMPOSED OF TWO VARIETIES MINIMUM OF
FESCUE GRASS.
3" DEEP, 518' CREEK GRAVEL OVER BLACK VISQUEEN
VAPOR BARRIER.
4" BLACK POLYVINYL EDGING
NOT APPLICABLE
COMPACTED PLANTING
SUB GRADE
TWO STRANDS OF WIRE
TRUNK WRAP
2" X 2"X 20"WOOD STAKES BURY BELOW FINISH GRADE. STAKES
MUST BE INSTALLED OUTSIDE THE OF THE PREPARED PLANTING
MIXTURE&ND EXTENTS OF PLANTING BERM TO HOLD WATER
PREPARED PLANTING MIXTURE.
TREES GREATER THAN 6'-0" IN HEIGHT SHALL BE STAKED
AS INDICATED IN��BELOW.
EXTENTS OF PLANTING BERM TO HOLD WATER.
TREES BETWEEN 3'-0" AND 6'-0" IN HEIGHT MUST BE TIED
AND STAKED AS INDICATED IN8ABOVE OR��BELOW.
2" X 4" STAKE - OR - METAL FENCE POST (48" OR 60' STEEL
U-POSTS)
1"X 4"X 1 O"WHITE WOOD FLAG.
3" DEEP SHREDDED CYPRESS MULCH OVER BLACK VISQUEEN VAPOR
BARRIER.
R E c F I VF_c)
SEP 0
9UILDINc
OF
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
AST, INC.
5001 AMERICAN BLVD W, SUITE 800
BLOOMINGTON, MN 55437
PHONE: 952-854-9302
FAX: 952-854-9690
DUNHAM ASSOCIATES, INC
50 SOUTH SIXTH ST, SUITE 1100
MINNEAPOLIS, MN 55402
PHONE: 612-465-7550
FAX: 612-465-7551
Emmmmmmmmom —
SEAL:
5449
REGISTER
STATE OF WASHINGTON
BRUCE M. CARLSON, ARCHITECT
B-26-10
...... . ..............
5449
SHEET TITLE:
LANDSCAPE DETAILS
REVISIONS:
NO: DATE: BY:
PROJECT NO: 10120.007
I-- .................... I ........................ 1. ..............................
DRAWN BY. JLI
.................... ........................... I ...................
L2
SHEET 2 OF 3
:2
0-
P0
04
04
0
U)
Q
i Z4,
t
I
a
m
0 1
L3 I SCALE: I " = 20'
11 \�
A\?,
TO -
fV.
OA
A. REFER TO PROJECT MANUAL FOR ADDITIONAL
REQUIREMENTS.
B. COORDINATE WORK WITH OTHER SITE RELATED
DEVELOPMENT DRAWINGS.
C. ALL CONSTRUCTION TO BE IN ACCORDANCE WITH ALL
LANCASTER COUNTY STANDARDS AND SPECIFICATIONS.
" � $
n
1. " FA 1w, ."v!
tUT _p
I'll I I 19krik-11,11114!
1. IRRIGATION HEADS SHALL BE PLACED TO PROVIDE
100% OVERLAP HEAD -TO -HEAD COVERAGE, AS SHOWN.
2. A RAIN SENSOR AND ANTI -FREEZE ASSEMBLY SHALL BE
INSTALLED ON THE IRRIGATION SYSTEM.
3. THE IRRIGATION CONTRACTOR SHALL BE RESPONSIBLE
FOR PROVIDING A COMPLETE AND OPERABLE SYSTEM
FOR THE IRRIGATION OF ALL LANDSCAPE PLANTING(S)
AND DESIRED COVERAGE AREAS ON SITE. THIS SHALL
INCLUDE, BUT NOT BE LIMITED TO, A PROPERLY SIZED
REMOTE SYSTEM IRRIGATION CONTROLLER,
BACKFLOW PREVENTOR OR DOUBLE CHECK VALVE (AS
REQUESTED), PROPERLY SIZED AND TIMED ZONE
DESIGN, RAIN SENSOR GUAGE, VALVES, PIPING, HEADS,
ETC.
4. THE IRRIGATION CONTRACTOR IS FULLY RESPONSIBLE
FOR THE WORK UNTIL OWNER GIVES FINAL
ACCEPTANCE.
5. NO WATER TO BE SPRAYED ON SIDEWALK, PARKING
LOT, ROAD OR ADJACENT PROPERTY. ADJUST ARC AND
RADIUS OF REQUIRED SPRINKLERS AS NEEDED.
6. ALL CIRCUIT PIPE IS TO BE CLASS 160 PVC OR HIGHER
GRADE.
7. ALL MAIN FITTINGS SHALL BE REINFORCED WITH 2000
PSI POURED CONCRETE THRUST BLOCKS.
8. THE CONTRACTOR SHALL BE RESPONSIBLE FOR
CONSTRUCTING THE REQUIRED SYSTEM IN COMPLETE
ACCORDANCE WITH ALL APPLICABLE CODES,
ORDINANCES, AND LAWS. ANY MODIFICATION MADE
AFTER INSTALLATION, TO CONFORM WITH SAID CODES,
LAWS AND ORDINANCES, SHALL BE PERFORMED AT
THE CONTRACTOR'S EXPENSE, AND AT NO ADDITIONAL
COST TO THE OWNER.
M)"
I At"fl,
IREFER TO SURVEY FOR EXISTING CONDITION SYMBOLS
LEGEND
00 1
0
NEW BUILDING CONSTRUCTION
AREA OF CONCRETE
NEW POLE SIGN LOCATION
NEW CONCRETE PAVING BLOCK
NEW LIGHT POLE LOCATION
AREA OF DESIRED IRRIGATION
COVERAGE
NEW TREE
REFER TO PLANTING SCHEDULE
FOR SIZE AND TYPE
NEW SHRUB
REFER TO PLANTING LEGEND
FOR SIZE AND TYPE
RESUR
FEB 15 2011
FM m 1 ru f% I n mr=A MIMI
BRUCE M.
CAR SON
architecture - planning - Interior design
BRUCE M. CARLSON, ARCHITECT
219 N. 2ND ST., SUITE 301
MINNEAPOLIS, MN 55401
PHONE: (612
(61 ) 338-6677
FAX: 2) 338-2995
E—MAIL: info@cmarch.com
CONTACT: JESSICA IVERSON
jiverson@cmarch.com
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
AST, INC.
5001 AMERICAN BLVD W, SUITE 800
BLOOMINGTON, MN 55437
PHONE: 952-854-9302
FAX: 952-854-9690
DUNHAM ASSOCIATES, INC
50 SOUTH SIXTH ST, SUITE 1100
MINNEAPOLIS, MN 55402
PHONE: 612-465-7550
FAX: 612-465-7551
5449 REGISTERED
RCHIT ECT
8, UCE %1. CARLSON
C
STATE 6OF v�iASHINIGTON
BRUCE M. CARLSON, ARCHITECT
8-26-10---
DATE ISSUED
5449
REG. NO.
Ma
4P
I)i i
SHEET TITLE:
IRRIGATION PLAN
11mmommmm
REVISIONS:
NO: DATE: BY:
PROJECT NO: 10120.007
................................................................ ...........
DRAWN BY: JU
SHEET 3 OF 3
BUSINESS NAME: SEA AUTO SALES
BUSINESS TYPE: CAR DEALERSHIP
ADDRESS: 22908 HWY. 99,
EDMONDS, WA 98026-8466
OWNER: SHELLEY 230TH, LLC
PARCEL #00576700000308
ZONING: GENERAL COMMERCIAL (CG)
PROPERTY IS IN UNINCORPORATED
SNOHOMISH COUNTY .2
#4622
RIM=393.26
'RCP (NE)=386.01
W_ 'RCP
POWER POLE (SW)=386.11
'RCP (NW)=s86.11
-CROSS BAR
ELEV.=431.7
lz
W
OVER
TV
.E PUNCH. IN CASE.
OVERHEAD
CABLE TV LINE
EAD POWER
ELEV.=431.7
7OVERHEAD POWER
ELEV.=431.8
GRAPHIC SCALE
0 10 20 .40
1" 20 FEET
BUSINESS NAME: PUBLIC STORAGE
BUSINESS TYPE: STORAGE FACILITY
ADDRESS: 23010 HWY. 99,
EDMONDS. WA 98026
OWNER: PUBLIC STORAGE PROP XVIII
PARCEL #00576700001305
ZONING. GENERAL COMMERCIAL (CG)
PROPERTY IS IN UNINCORPORATED
SNOHOMISH COUNTY
)EPTH OF SEWEF
JNE AT THIS
LOCATION= 12.81'
Z
eel
...........
DEPTH OF SEWER
LINE AT THIS
LOCAT10N=1 0.14!
-'%00 :t.
V _R!
_55,
UL OF (3)
"'POWER LIIS
STA110NING FOR
SR99 PER WSDOT
SUR VEY PERFORMED
JANUARY 11, 1927
HZ SURVEY
CONTROL
POINT #302
INDEX DA TA.' NE114, NE114, SECTION31, TOWNShIP27N., RANGE4E. WILLAMETTEMERIDIAN BASIS OF BEARING MINITY MAP
BASIS OF BEARING IS SOO*33'4B"E ALONG THE EAST LINE OF NE QUARTER OF
FIRE HYDRANT SECTION 31, TOWNSHIP 27 NORTH, RANGE 4 EAST AND IS. BASED SNOHOMISH
COUNTY SURVEY CONTROL POINTS MTLK 113 AND MILK 119 s
DISTANCE TO PROPERTY UN;r=71.e
8* DIA.
HORIZONTAL DATUM
BUSINESS NAME-- BRENTWOOD PLAZA
WATER LINE
BUSINESS TYPE, STRIP MALL
SNOHOMISH COUNTY SURVEY CONTROL, WASHINGTON STATE PLANE COORDINATE
ADDRESS: 22921 HWY. 99,
TLK 113 & MTLK.
SYSTEM, NORTH ZONE, NAD 83/91, BASED ON POINTS M
EDMONDS, WA 98026-8468
OWNER: CODY & CINDY RYU
MTLK 113 N: 292634.353
PARCEL #00576700000205
sw
E: 1271196.033
DROP LINEONEAS
T alk ZONING: GENERAL COMMERCIAL (CG)
DESC.: CONC. MONUMENT W/TACK IN LEAD IN CASEAT THE INTX. OF 228 2307H SW
ST. SW AND 76TH AVE. W.
SIDE OF POLE 7
CL 8' WIDE A
MTLK 119 N:289975.139
DRI WAY
SDMH #4248
"N RIM=379.12 E. 1271169,881
T kR & CAP TB k, "I'll, I...
eA
t` ��`kl:,SET REB 234TH
N 'OF 236 ST. SW AND
TX.
, jy, ,
8" DI 761H AVE. W.
yo,
112:ABS (N)=368.42
11 Av 'A
0 25' WEST OF POWER (SOLID LID) DESC.: 3" DIA. BRASS DISC IN CASE ATTHE I
238IN T. sw 31:
1121'RCP (E)=368.52
NOTE COORDINATES SHOWN ABOVE ARE GRID COORDIN�'TES. HELD LOCATION
POLE ELEV.-391.55
'?"'WATER LINE
"'M
FACTOR
-w- LAKE
OVERHEAD CABLE ALLINGER
OF MTLK 113 FOR APPLYING SCALE FACTOR. SCALE'
0.999958312000 (NOT CGF)
OVERHEA6
V ELEV.=408 0 27- DIA. STEEL
R
TV ELEV.=413.4
WRAPPED VER77CAL DA TUM
4,;
''OVERHEAD POWER
n
2447nu sww
(MAPNOT
--w I
CH MARK #HC 17-12, 3"�"
OVERHEAD POWER -D--- SCALE)
ELEV.=427. 7 �OVERHEAD OVE
GAS UNE
WSDOT SURVEY CONTROL., BEN
H. RHEAD POWER ELEV. DIAMETER BRASS DISC SET IN THE NORTH SIDEWALK OF
18.31
ELIEV.-,421.4 THE OVERPASSAT THE INTERSECTION OF INTERSTATE
k;4
LE
OVERHEAD CA
TV ELEV.=,,405
HIGHWAY 5 AND SOUTH 216TH STREET. ELEVATION OF LEGAL DESCRIP77ON
'0 481.293 FEET. NAVD 88.
YOU 1EAD POWEI THE LAND REFERRED TO HEREIN BELOW IS SITUATED IN THE COUNTY OF SNOHOMISH,
'ELEV.=420.4 CL 5' OVERHEAD I OW LL
OWER
ONSITE PROJECT CON7ROL STATE OF WASHINGTON, AND IS DESCRIBED AS FOLLOWS:
31 LLEV.=418.3
SWIM- H :OH—bH
OH V�__ — — — SET TBM 0.25 FEET WEST OF POWER POLE W/ LIGHT PARCEL B. CITY OF EDMONDS LOT LINE ADJUSTMENT FOR ARMADILLO STORAGE,
fit r
OH H.2- OH -OH -OH AT THE NORTHWEST CORNER OF SITE. TBM IS A nr-vwnuQv UNULK ZNUMVMIZIN UVUN I T RECORDING NUMBER 200412105223, RECORDS
OF SNOHOMISH COUNTY. WASHINGTON.
REBAR AND PLASTIC HZ SURVEY CONTROL CAP SET
ki OH —OH
m I ICU UATU non"mn rf r%fA'nf%k1
DON wo w L -LLAWL LOT
_L QIP- UNE a(JKVtT LtA=t1VLU LI:CiAL 1&Zi(;H11j11 N
HZ#301 N: 291932.3366
, X, ii� , , - —.r-
RIM=392.54 I D PN2-7 POWER POLE CROSS BAR
71
OVERHEAD SDI PARCEL B
39 v
HIGH
GATE UPPER BAR ELEV.=417.8
E. 1270605.9615
WIDE DRIVE LOWER BAR EVEV.=405.2
12"DIP (NE)=.389.90 ;9;12r"w lGi
nN.. I
27.5'
6
LINE'
POWER LEASE LOT ELEV.=391.59 THAT PORTION OF TRACTS 14 AND 15, SKELTON'S MC ALEER FIVE ACRE TRACTS,
.... ... ... . .
r REBAR W/HZ PLASTIC CONTROL CAP
ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 6 OF PLATS. PAGE 21,
gm, r ELEV.=427.6 X. OVERHEAD POWER
12-DIP (SW)=389.96
R,18
L-;31.94!A
RECORDS OF SNOHOMISH COUNTY; WASHINGTON, DESCRIBED AS FOLLOWS:
-2
R-44.01Y f _X ELEV.=418. HZ#302 N: 291759.1377
OVERHEAD
0=41 46
FOUND REBAR W/ NO CAP -7 1 1 -
'POWER 25 MPH SPEED COMMENCING AT THE SOUTHWEST CORNER OF SAID TRACT 15; AS SHOWN ON THAT
E: 1270446.5957
LOT UNE
ELEV.=399.92
WHICH '%PN4-2 LIMIT SIGN VOLUME 35 OF SURVEYS, PAGES 219-220,
BEARS N86*1%3'52mE, I EA n r CERTAIN SURVEY RECORDED UNDER
ELEV.=427.5
0 35' FROM PROPERTY CORNER RECORDS OF SAID COUNTY, THENCE NORTH 00' 31' 03" EAST ALONG THE WEST LINE
PK NAIL W/HZ BRASS WASHER
THENCE NORTH 62* 59' 27* WEST A
MgEN
K_
(1) POWER METER HZ SURVEY
;R1.
OF SAID TRACT 15 A DISTANCE OF 335.82 FEET,
NOTE: COORDINATES. SHOWN FOR ONSITE CONTROL ARE
in
DISTANCE OF 113.24 FEET TO THE -EAST'MARGIN OF SR 99; THENCE NORTH 27' 00'
e REBAR W/ M GROUND COORDINATES
LA 33" EAST ALONG SAID MARGIN A DISTANCE OF 51.14
(1) JUNCTION BOX CONTROL 41�1
x CAP
POINT #301
MOUNTED ON 6'-HIGH
REFE VE Ys PONT OF
a RENCE. SUR FEET TO JHE
;12
L".14.39!
SEGINNINC THENCE CONTINUING ALONG SAID MARGIN A DISTANCE OF 226 FE
.41 ET TO
R-20.01Y 1. BLA FOR THE ARMADILLO STORAGE BY DANIEL ROUPE, AFN 20041210522& STREET' -SW.- THENCE 'tOU.114`� tAbl ALON'G
y, r1l
#44,01
SAID MARGIN'A DISTANCE OF- 93.38 FEET. THENCE SOUTH 0" 54� 12" WEST A
D-4113!59
m 2. ROS FOR 23031 SR99 BY ED CALLAHAN, C & C SURVEYING, AFN 910808500i.
DISTANCE OF 1.72 FEET TO THE BEGINNING OF A CURVE TO THE LEFT HAVING A
LEASE LOT LINE 1*487A;
3
3. ROS FOR G.R.S. DEV. SERVICES BY KENNETH LONG, AFN 8408285002. RADIUS OF 44.00 FEET, THENCE SOUTH ALONG SAID CURVE THROUGH A CENTRAL
�AB
H �s
RAILROAD TIES \ � n.
POINTAT WHIC
F41
FENCE CROSSES ANGLE OF 41* 35' 46" AN ARC DISTANCE OF 31.94 FEET TO -A POINT OF REVERSE
4. ROS FOR AMERICAN DISCOUNT CORP. INC. BY MAWWELL MEYRING, AFN 8404245006.
CURVATURE AND THE BEGINNING OF A CURVE TO THE RIGHT HAVING A RADIUS OF
PROPERTY LINE'
41' 13!
SURVEYOWS NOTES 20.00 FEET, THENCE SOUTHERLY ALONG SAID CURVE THROUGH A CENTRAL ANGLE OF
I O-ER METER & 59" AN ARC DISTANCE OF 14.39 FEET TO A POINT OF TANGENCY, THENCE
-r ZY
3" DIA. STEEL POST JUNC11ON BOX 1) FIELD MAPPING COMPLETED IN JANUARY/FEBRUARY, 2010. INSTRUMENT USED, TRIMBLE SOUTH Oo 32' 24" WEST A DISTANCE OF 233.65 FEET, T ENCE NORTH 89* 27' 36"
H
5603 DR200+ ROBOTIC TOTAL STATION. THIS SURVEY CONTROL TRAVERSE MEETS OR WEST A DISTANCE OF 92.28 FEET; THENCE NORTH 57' 19' 40" WEST A DISTANCE OF
HI
""n 2.5- HIGH W/ EXPOSED 5' HIGH ON NW
WIRES AT TOP OF POST CORNER OF BLDG. EXCEEDS THE REQUIREMENTS OF WAC 332-130-090.
81.61 FEET, THENCE NORTH 55* 54' 18" WEST A DISTANCE OF 58.51 FEET TO THE
2) FULL RELIANCE HAS BEEN PLACED ON FIDELITY NATIONAL TITLE INSURANCE COMPANY POINT OF BEGINNING.
(2) POWER JUNCTION BOXES
4.'
UNDER ORDER NO. 201001194, DATED JANUARY 21, 2010 AT 8:00 A.M. FOR LEGAL SAID PARCEL CONTAINING 0.997 ACRES, MORE OR LESS.
(1) TELEPHONE BOX
-10. MOUNTED ON WOOD POST DESCRIPTION AND REVELATION OF EASEMENTS AND MATTERS OF TITLE. NO FURTHER #
K"'!
SEARCH OF THE RECORD HAS BEEN MADE. SCHEDULE B ITE14S
HIGH ABOVE GROUND
�3
3) THE SITE HAS IMPROVEMENTS ON IT CONSISTING PRIMARILY OF T 0 BUI
w LDINGS, GRAVEL
FIDELITY NA71ONAL TITLE INSURANCE COMPANY A.LT.A COMMITMENT, ORDER NO.
PARKING LOT AND LIMITED UTILITIES.+ THE SITE SURVEYED CONTAINS 0.997 ACRES, MORE
X,
A:
201001194, EFFEC71VE DATE JANUARY 21, 2010 AT 8:OOA.M.
OR LESS.
-DRIVEWAY."'. c
4 co
4) ACCESS TO A PUBLIC STREET IS rpnm QTAir mn"Tr ao
QITC UAC C0nK1TAf-_r I I
EXTRUDED co
k7 230TH ST. SW BUT'CURRENTLY HAS NO MEANS OF ACCESS TO SCHEDULE B EXCEPTIONS-.
12N DIA. CAST [IRON CURB
Z - r-
THIS STREET.
PIPE WATER LINE Pcq,,--. 'nAmnomw DACT wl tTrm 3" DIA. PVC PIPE
r
co 0 Two, ciTr ic urrum Tur r%mv nr uniAmme twry "im TWOn"PlU 005 UA%Jr Me% ACL-Vrk-r
4-5,; 4" - DIA. STEEL
WRAPPED
INTERMEDIATE
PRESSURE
e�, GAS LINE
CL 5'�WID
HC RAM
SDCB #4664
RIM=390.86
1 TABS (NE)=385.81
12*DIP (gW)=385.86
SDCB #4663
,RIM-391.19 (SOLID LID)
12"DIP (NE)=387.,"
I -DIP (SW)=387.53
2
POWER POLE CROSS
BAR ELEV.=427.8 V7
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W V114 Mr- r
1.5' ABOVE GROUND . ..... tj @
" 3 12 5 �4 11
CAP TYPICAL (5 TOTAL) 6) NO CHANGES IN THE ALIGNMENT OR WIDTH OF STATE ROUTE 99 OR 230TH ST. SW IS
PLANNED AT THE TIME OF THIS SURVEY.: SR99 CONTACT PERSON FROM WSDOT REAL EASEMENT(S) FOR THE PURPOSE(S) SHOWN BELOW AND THE RIGHTS INCIDENTAL
THERETO, AS SET FORTH IN A DOCUMENT:
�WATP_R,
ESTATE SERVICES DEPARTMENT IS JOHN JENSON, (206) 440-416.3 AND FOR 230TH ST. SE
lit 00 E3 Z3 w
......... . 49.05*- Y+ - 1 �i
GRANTED -TO: PUGET SOUND ENERGY
. ..... ; THE CONTACT PERSONS NAME IS JOANNE ZULAUF, PHONE NUMBER 427-771-0220.
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PURPOSES: ONE OR MORE UTILITY SYSTEMS, TOGETHER WITH ALL
3: 0
.4v 7) STATE ROUTE 99 (SR99) IS A 45 MPH ROAD AND CONSIDERED A PRINCIPLE ARTERIAL
;!4 PAVEMENT WIDTH ALONG SR99 IS APPROXIMATELY 83 FEET FROM' WEST FACE OF CUR
"'A APPURTENANCES
Z �0; z
EAST FACE OF CURB. - 230TH ST. SW IS 25 MPH ROAD AND CONSIDERED A LOCAL STREET. RECORDING DATE: JANUARY 10, 2006
INFORMATION SIGN RECORDING NO.: 200601100964 cc
PAVEMENT WIDTH ALONG 230TH ST. SW IS APPROXIMATELY 40 FEET (CI rY Or EDMONDS
44 19 E]
D = AFFECTS: PORTION OF SAID PREMISES AND SHOWN HEREON
TOP OF S . IGN ELEV.=417.7 2009 COMPREHENSIVE TRANSPORTATION PLAN FOR ROADWAY. CLASSIFICATIONS) BOTH'
0 z "ARE UNDER THEAURISDICTION OF THE CITY OF EDMONDS. M24 EASEMENT(S) FOR THE PURPOSE(S) SHOWN BELOW AND THE RIGHTS INCIDENTAL
y HEAT SR99 AND 230TH ST. SW
PUMPS DECK
3,
8) THISSITE APPEARS ON FEmA NA11ONAL FLOOD INSURANCE RATE -MAP (FIRM), DA-TED TO, AS SET FORTH IN A DOCUMENT'
mr.Kt
V NOVEMBER. 8,1999, COMMUNITY PANEL NUMBER 530,61C1315E AND. IS.LOCATED IN
N �LOOD
GRANTED. TO: CITY OF EDMONDS
A ZONE 'X'. AREAS DETERMINED TO BE OUT' -THE OUTSIDE THE 500 YEAR FLOODPLAIN.
PURPOSES: R16HTS OF THE PUBLIC TO MAKE NECESSARY sLopEs FOR CUTS
9) AY STATIONING STA710NING BASED ON WSDOT RECORD OF SURVEY DATED
PA OR FILLS UPON THE LAND IN THE REASONABLE ORIGINAL
ILROA,
1/11/27. RECORD OF SURVEY PROVIDED TO HUITT-ZOLLARS BY THE WSDOT GRADING OF STREETS, AVENUES, ALLEYS AND ROADS.
5
A RIGHT-OF-WAY MANAGER, STEVE PALMEN. PHONE NUMBER 360-705-7465. STATIONING RECORDING DATE: MARCH 20, 1984
--39.3
M L
eXtRWED REFERENCE POINT IS THE INTERSECTION OF THE CENTERLINE OF SR99 AND -THE NORTH LINE RECORDING NO.: 8404160148
'CURB THE NORTH SIDE OF PARCEL
A IR
OF SEC11ON 31.
AFFECTS:
'GFI�VEL 1O)MINIMUM COVER FOR CITY OF EDMONDS WATER LINES IS 24 INCHES. INFORMATION
N DE ENCROACHMENT NOMS
Y.* a #40 PROVIDED BY JOANNE ZULAUF NTH THE CITY OF EDMONDS.
DRIVEWA
11) THERE WERE ONLY TWO POWER POLES NTH TRANSFORMERS LOCATED NEAR THE SITE. THE 1) WOOD RAILROAD TIES CROSS OVER PROPERTY LINE (OUTSIDE OF SITE) AT THE
7YPICA�)
Smp FIRST ONE IS #2455 AND IS 10W NORTH OF THE INTERSECTION OF 230TH ST. SW & SR99
WHM
MOST SOUTH WESTERLY CORNER OF THE PROPERTY BY 3.24 FEET.
SOUTH OF THE 2) FENCE RUNNING NORTH AND SOUTH ALONG EAST PROPERTY LINE IS APPROX
4's. ILP ON THE WEST SIDE OF SR99 AND THE OTHER ONE IS.#4594 AND IS 215
79 50'
n
12) GAS SERVICE FOR PROPERTY OFF OF 230TH ST. SW AND IS A 2- STEEL WRAPPED LINE.
UNDERGROUND - t ' '.3 � � % L, . SITE ON THE WEST SIDE OF SR99. 1.0 FOOT INSIDE PROPERTY LINE.
T, , rL,-.-L
FE
'o' PAINT MARK DI �OWER
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RAILROAD SAPPiARS NO RECORDS WERE FOUND FOR THE SIZE OF THE ONSITE GAS LINES BUT ACCORDING TO IINETYPES
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ES SINGLE STORY M013ILL HVIAL AT TU10 OMKIT
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, " - ��'. , L "' �;.` � PSE 1HEY SHOULD BE A 1/. OR.1-1/2 LINE. —X—X— CHAIN LINK FENCE LINE — -D- - — STORM UNE
BUILDING HEIGHT=10.1
DIM NNISHED FLOOR ELEV.=398.15 13) WHERE NO PROPERTY CORNER WAS FOUND A 2' LONG 5/8- DIA. REBAR AND PLASTIC CAP
40 BUILDING 60 p D- - STAMPED HALVORSON LS#44632 WAS SET. _07— WOOD FENCE LINE _OH OVERHEADPOWERLINE
NO BASEMENT
0 CA
SETBACK LINE L4
14)ALL DISTANCES SHOWN ARE GROUND DISTANCES.
'o ;s along=
EDGE OF LANDSCAPE
-TV OVERHEAD TELEVISION
cn 0
U77LITY STATEMENT,& —274— 1 -FOOT CONTOUR LINE LINE
FOUND kEBAR 0 cam
N THE UNDERGROUND UTILITIES SHOWN HAVE BEEN LOCATED BASED ON FIELD INFORMA71ON BUILDING OVERHEAD _G- NATURAL GAS LINE
W/ NO CAP LINESS NAME: VACANT BUSINESS
PROVIDED BY UTILITY DETECTION SERVICES, LLC (UDS), MAPS PROVIDED BY MUNICIPALITIES OR LINE
ADDRESS: 23005 HWY 99, EDMONDS. WA 980261 f '(A 14 Zt
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JUNCTION BOX U-71UTY COMPANIES, AND EXISTING DRA% NGS. E PHONE NUMBER FOR UDS IS P- - BURIED POWER LINE
M TH
-W- WATER UNE
POINT OF BE(NNNING OWNER:_ SHIOMI INVESTMENTS LLC
-829-5166 AND THE TICKET NUMBER IS 8788. THE SURVEYOR MAKES
360
PARCEL #00576700001410 cn
5' HIGH ON NW NO GUARANTEE
-Z -T - - BURIED TELEPHONE LINE
RAILROAD TIES CROSS OVER >j
THAT TH9,UNDERGROUND UTILITIES SHOWN COMPRISE ALL SUCH UTILITIES IN THE AREAp EITHER
PROP LINE. AT THIS POINT PROP.ERTY AREA=43,429 SO. FT. SEWER LINE
uv F.BLDG. S
1N ERVI .;'--THE* SURVEYOR.��'FURTHER -DOES -NOT -WARRANT THAT THE
.ERTy
:Ok0.067_ ACRES S CE OR`A9ANDbN)E0
g ,,,g ._ROCKERY.
UNDERGROUND U71UTIES SHOWN ARE IN THE EXACT LOCA71ON INDICATED ALTHOUGH HE DOE SURF,
cno. -4 s
co w Mfg ZONING: GENERAL COMMERCIAL (CG)
FIDELITY
00 1 STATE THAT THEY ARE LOCATED AS ACCURATELY AS POSSIBLE FROM INFORMATION AVAILA
OF TITLE.
SOURCE
Zip; -HAS NOT PHYSICALLY LOCATED THE UNDERGROUND U LI ES.
A." THE SURVEYOR
NATIONAL TITLE INSURANCE COMPANY
J.
ILI
ZONING & BUILDING LIMITA77ONS
14
T 60 FEET, CONCR
ZONING: (CG), GENERAL COMMERCIAL MAXIMUM BUILDING HEI
ETE GRAVEL
ASPHALT
GHT.
A
FOUND REBAR AND CAP SETBACKS: SIDE YARD MINIMUM NONE
17", N
I X.-
HIGH
4 FEET
17 Y"r
4
STAMPED G4 INC. LS#30450 MINIMUM STREET SETBACK
REAR YARD NONE
LEGEND
398
ov,
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XZ,.-P"s" C-. TE C
*INFORMATION REFLECTS THE MOST CURRENT DATA AVAILABLE AS OF THE DA HEREOF. WE
00
9' RECOMMEND THAT ALL INFORMATION BE VERIFIED TO CONFIRM THAT NO CHANGES IN ZONING 0 FO
UND REBAR CAP AS NOTED io STORM DRAIN ROOF DRAIN (SDRD
p-
oz F- Lq
7� OR BUILDING LIMITATION HAVE OCCURRED SINCE THE DATE OF THIS SURVEY.
SET REBAR AND CAP STAMPED 0 GUARD POST OR SUPPORT POST
0
-SURVEYOR"S CERMICAWN HALVORSON LS#44632 L16 IL 41
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(A -=MB MAIL BOX
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0 A21 HEREBY CERTIFY TO FIDELITY NATIONAL TITLE GROUP AND O'REILLY AUTOMOTIVE, INC.) THAT- LANDSCAPE LIGHT
PN4-,Y 4-
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U49C
STREET -SIGN
....... FOUND REBAR AND CAP 1.THE PLAT OF SURVEY PREPARED BY ME ENTITLED 'VREILLY AUTOMOTIVE EDMONDS S 201 LIGHT PULL BOX
STAMPED G4 INC. LS#30450
Ny / - Qs, SANITARY SEWER CLEANOUT (SSCO)
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ACTUALLY MADE UPON THE GROUND AND THAT IT AND THE INFORMATION. COURSES AND
1N LIGHT STANDARD W1 ARM
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z 2.THE TITLE LINES AND LINES OF ACTUAL POSSESSION ARE THE SAME;
FIRE HYDR 0 SANITARY SEWER MANHOLE (SSMH) mw
m
A 3.THE SIZE, LOCATION AND TYPE OF BUILDINGS AND IMPROVEMENTS ARE AS SHOWN AND ALL
ANT NJ
/6 '391 DISTANCES SHOWN THEREON ARE CORRECT;
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...... ... . ..
LIGHT STANDARD
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--- el�Mp 0 4.THERE ARE NO VIOLATIONS OF ZONING ORDINANCES, RESTRICTIONS OR OTHER RULES AND
POWER FLANGE=392.4 ARE WITHIN THE BOUNDARY LINES OF THE PROPERTY,
POINT AT WHICH
ARMAN'
ES
`E.�;i$ G
TOR 'o
� t FENCE CROSS %'TN TELEPHONE MANHOLE
% YARD LIGHT
X
DISTANCE TO PROPERTY UNE=0.70' PROPERTY LINE
TOPI,
REGULATIONS NTH REFERENCE TO THE LOCA71ON OF SAID BUILDINGS AND IMPROVEMENTS;
% Vt TELEPHONE RiSER/PEDISTAL
03
BOX
MONUMENT IN CASE
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SINGL
CONCRETE BLOCK
7REE TABLE
BUILDING
PN1,1 1" PINE BUILDING HEIGHT=11.3"
PN4,2-4 4" PINE FINISHED FLOOR
PN6,5-6 6" PINE ELEV.=399.88
NOTE: NUMBER PRECEDING TREE DESCRIPTION INDICATES BUSINESS NAME: POTTERY DEPOT (CLOSED)
DIAMETER OF TRUNK IN INCHES. NUMBER FOLLOWING ADDRESS: 2,3029 HWY. 99, EDMONDS, WA 98 6 1
OWNER: SHIOMI INVESTMENTS LLC, PARCEL 4005767 0001412
TREE DIAMETER IS THE INDIVIDUAL TREE NUMBER.
PARCEL 'C' OF ARMADILLO STORAGE BLA kF.N.200412105223
ZONING: GENERAL COMMERCIAL -.(CG).
47
U77LITY COMPANIES
?
L
WATER SMRM NATURAL GAS GARBAGE -/RECYCLING
CITY OF EDMONDS CITY OF EDMONDS PUGET SOUND ENERGY ALLIED WASTE
R
121 5TH AVE. NORTH, 2ND FLR. 121 5TH AVE. NORTH, 2ND FLR. 10606 NE 4TH STREET COMMERCIAL
lot
EDMONDS, WA 98020 EDMONDS. WA 98020 BELLEVUE, WA 98009 DEVELOPMENT DEPT.
A P
(425) 771-0220 (425) 771-0220 (425) 806-7817 1600 127th AVE. NE a
CONTACT PERSON: CONTACT PERSON: CONTACT PERSON: BELLEVUE, WA 98005
JENNIFER COLLINS JERRY SHUSTER JOHVANNA STANSBERRY (425) 646-2492
CONTACT PERSON. NO w
SEER ELECTRICITY PHONE SPECIFIC CONTACT in
CITY OF EDMONDS SNOHOMISH COUNTY P.U.D. VERIZON PERSON p
121 5TH AVE..NORTH, 2ND FLR. 21018 HWY. 99 18700 33RD AVE. W ;i
EDMONDS, WA 98020 EDMONDS, WA 98026 LYNNWOOD, WA 98036 POINT OF COMMENCEMENT 8 P)
(425) 771-0220 (425) 670-3200 (425) 771-6244 SOUTHWEST CORNER OF TRACT z
CONTACT PERSON: CONTACT PERSON: NO SPECIFIC CONTACT PERSON: OF SKELTON'S MC ALEER
JENNIFER COLLINS CONTACT PERSON JIMMY COLLINS FIVE ACRE TRACTS
4 4-[
SINULL WV11
WOOD FRAMED BUILDING
BUILDING HEIGHT�-16.0'1
77
USES AFFECTING THIS PROPERTY APPEARING FROM A CAREFUL: PHYSICAL INSPECTION OF
'T
j_9
NO CAP
THE SAME, OTHER THAN THOSE SHOWN AND DEPICTED THEREON; 0 REBAR
m;
f 6.ALL MONUMENTS SHOWN ACTUAL Y EXIST AND N
S ZE AND E OF
SHRUB
AP 0 �11
L THE LOCA110 11TRL REBAR AND SURVEY*CONTROL CAP
TYP
:s
c
MATERIALS ARE CORRECTLY SHOWN AND WERE LAST VISITED IN 2/2010;
7.THE DISTANCE FROM THE NEAREST INTERSECTING STREET OR ROAD IS AS SHOWN;
(�6i TELEVISION MANHOLE
'v a
NATURAL GAS METER
TELEVISION VAULT
L
&THIS PROPERTY HAS DIRECT ACCESS TO SR99, A PUBLICLY DEDICATED STREET.
9.ALL UTILITY SERVICES REQUIRED FOR THE OPERA71ON OF THE PROPERTY EITHER ENTER THE U NATURAL GAS VALVE
�M D1,
;URB,�gc`.
PROPERTY THROUGH ADJOINING PUBLIC STREETS OR THE SURVEY SHOWS THE POINT OF IRRIGATION CONTROL BOX
duli-."), s?
ENTRY AND LOCATION OF ANY UTILITIES THAT PASS THROUGH OR ARE ON ADJO NING POWER POLE ANCHOR
vs PRIVATE LAND;
-c POWER GUY POLE FIRE HYDRA
. . . . . . . . . . . . . CAI
TO THE MAPS OF THE FEDERAL EMERGENCY MANAGEMENT AGENCY AND THE DEPARTMENT R"oET I E &
�7-�O �*� ` N
i:i:4
10. THE PARCELS DESCRIBED HEREON DO NOT LIE WITHIN FLOOD HAZARD AREAS ACCORDING
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WO Ljr- J.0 n1%jn Vr MUDINU ANU VKESAN DEVELOPMENT, AND
'MINIMUM
X ��fi 'ztONCRETE'WALL 11. THIS IS TO CERTIFY THAT THIS MAP OR PLAT AND THE SURVEY ON MICH IT IS BA
SED -Cp POWER POLE ES WATER METER
WERE MADE IN ACCORDANCE NTH THE
STANDARD DETAIL REQUIREMENTS FOR
R
12* ABS
-D- - ALTA/ACSM LAND TITLE SURVEYS," JOINTLY ESTABLISHED AND ADOPTED BY ALTA AND NSPS POWER PULL BOX OR JUNCTION BOX WATER VALVE
W"
......... . . . . . .
Bg IN 2005, AND INCLUDES ITEMS 1-6, 7A, 13-10, 11B, 13, 17 OF TABLE A THEREOF.
4
V PURSUANT
su DATE:
POWER POLE NTH DROPLINE 'W" WATER VAULT
A
TO THE ACCURACY STANDARDS AS ADOPTED BY ALTA AND NSPS AND IN EFFECT ON THE
NAME: ARMADILLO
LIU
,:,127 DATE OF THIS CERTIFICATION. UNDERSIGNED FURTHER CERTIFIES DRAWN BY.
SELF STORAGE 2
0jkSS E. STORAGE FAC L
URVEYOR
Typ
THAT IN MY PROFESSIONAL OPINION, AS A LAND S POWER POLE WITH DROPLINE, LIGHT,
(0 LANDSCAPE ROCK r 2 1
I ITY HAZ AND TRANSFORMER CHECKED BY:
LS LANDSCAPE AREL
REGISTERED IN THE STATE OF WASHINGTON, THE RELATIVE =
_�& POWER POLE WITHuGHT
z z�, � P_!, e 9 WC�NG M PROJ. N
ADDRESS' 2.3031 HWY. 99,
S106NAL ACCURACY OF THIS SURVEY DOES NOT EXCEED
PO
EDMONDS, WA 98026 0.
OWNER: SHIOMI INVESTMENTS LLC THAT WHICH IS SPECIFIED THEREIN. EXCEPTIONS
PARCEL #00576700001406 MARCH 1. 2010
POWER POLE WITH LIGHT, AND
DIP DUCTILE IRON PIPE
ARC- L 'A' OF ARMADILLO STORAGE BY. HUITTz RS, INC. TRANSFORMER
RA A RN 2noA1910r,99.1 ARQ Af%.*%A nNIT011 C 0"TAMICK10
2-17-10
ERH
sw
15-0964-01
SINGLE STORY - STORAGE UNI IS I -?�- POWER POLE WITH TRANSFORMER
CONCRETE BLOCK BUILDING ZONING: GENERAL COMMERCIAL (CG) 448= .../ STYRENE PIPE
...... rX, STORM DRAIN CATCH BASIN (SDCB) RCP REINFORCED CONCRETE PIPE
BUILDING HEIGHT=13.8" ERIK R. HALVORSON, PLS Y" SHEET: - SV I
FINISHED FLOOR ELEV.=389.51 STATE OF WASHINGTON REGISTRATION NO. 44632 STORM DRAIN MANHOLE (SDMH) DRAWING REVISION NUMBER
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SUCCEEDING SHEETS: 100.00
S"'
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14 .... ....... .......... ... . ....... ... I . . .......
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SCALE- I- 2W
SIC(I",
LISTED ELEVATIONS ARE BASED
o ON SITE SURVEY. SEE SV1 FOR
Ulls? MORE INFORMATION.
HEIGHT CALCULATIONSO
;,<q- I
� Q�
I�AU
C-�
C—\
C3
TOP OF PILASTER A B C D
TELEV. 118'-6"
j- Tr-,D r-IC DADADMT
TELEV. 117'-6"
,J, EAVE HEIGHT
ELEV. 115'-lm
,4,,FINISH FLOOR HEIGHT
TELEV. 100--0-
BOTTOM OF FOOTING
RE: TO FOUNDATION PLAN
lj; I w ivc
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6m
MAXIMUM BUILDING
ELEVATION = 453.7"
ACTUAL BUILDING
ELEVATION = 416.37'
AZF,R0VE--D F"O ANNING
X
�V-
AVERAGE GRADE = 393.7' H
CARLSON
......................
architecture - planning - Interlordesign
BRUCE M. CARLSON, ARCHITECT
219 N. 2ND ST., SUITE 301
MINNEAPOLIS , MN 55401
PHONE: (612) 338-6677
FAX: (612) 338-2995
E—MAIL: info@cmarch.com
CONTACT: JESSICA IVERSON
live rson@cmarch.com
CONSULTANTS:
CEI ENGINEERING, INC.
2277 WEST HIGHWAY 36, SUITE 200
ROSEVILLE, MN 55113
PHONE: 651-697-0800
FAX: 651-697-0804
AST, INC.
5001 AMERICAN BLVD W, SUITE 800
BLOOMINGTON, MN 55437
PHONE: 952-854-9302
FAX: 952-854-9690
DUNHAM ASSOCIATES, INC
50 SOUTH SIXTH ST, SUITE 1100
MINNEAPOLIS, MN 55402
PHONE: 612-465-7550
FAX: 612-465-7551
SEAL:
%, 544 9
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kjI RED
CL,9TE ED
ITE�
CT
CHITECT
DRUCF M. CARLSON
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�STATUECCO)-F'�l,�VAO'&A.9'iNGT�C04)N
BRUCE M. CARLSON, ARCHITECT
8-26-10
DATE ISSUED
5449
REG. NO.
REVISIONS:
NO: DATE: BY:
PROJECT NO: 10120.007
....... 11 1 .........................................................................
DRAWN BY: Ju
...................................................
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SHEET 2 OF 2
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COLOR r6UX-UWD`( UZTTL:rs � 600,,.Dr-r-,
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LINE 4
15'-0" LAND5CAPE
AREA (TYP.)
EX�BT. TREPb
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(TYF'.,e 05TREET E�t-ET'PACK)
VARJEE:i
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SCALE: 1/2 1 0
SCALE: 3 1'-0"