21910 HIGHWAY 99.PDF11111111111111
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21910 HIGHWAY 99
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Dick's.Drive In
220' Street SW & Highway 99
City of Edmonds, WA
Stormwater Site. Plan
February 11, 2011
Revised March 31, 2011
The information contained in this report was pr6pared by
and under the direct supervision of the undersigned:
AN
Laurie J. PFarr, PE.
1LPD 15ngineering, PLLC
7936 Seward Park Avenue South
Seattle,WA 98118
(206) 725-1211
Prepared for:
Dick's Drive In Restaurants
44262 "d Avenue NE
Seattle, WA 9810
Contact: Ken Frazier
'(206) 634-0300
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TABLE OF CONTENTS
Stormwater Site Plan
Dick's Drive In
March 31, 2011
Section I — Project Overview ............................................................................................................................ I
Section 2 — Existing Conditions Summary ...................................... I .................................................................
I
Section3 — Offsite Analysis .................................................................................................................................
2
Section 4 — Site Classification ..............................................................................................................................
4
Section 5 — Permanent Stormwater Control Plan .........................................................................................
6
Section 6 — Construction Stormwater Pollution Prevention Plan .............................................................
9
Section 7 — Other Reports and Studies .........................................................................................................
10
Section8 — Other Permits ................................................................................................................................
10
Section 9 — Operation and Maintenance Manual .........................................................................................
10
Section 10 — B ond Quantities Worksheet ....................................................................................................
I I
FIGURES
Figure 1: Vicinity Map
Figure 2: Existing Conditions
Figure 3: Downstream Drainage Course
Figure 4: Proposed Conditions
Figure 5: Proposed Conditions — Replaced PGIS Areas
APPENDICES
Appendix A - Design Documents
Appendix B - Design Calculations and Supporting Information
Appendix C - Other Reports and Studies
Appendix D - Operations and Maintenance Recommendations
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INTRODUCTION
Stormwater Site Plan
Dicles Drive In
March 31, 2011
This Stormwater Site Plan has been prepared for the proposed development of a Dick's
Drive Inn Restaurant located on parcel#00580700004008 along Highway:99, in the City of
Edmonds. The City of Edmonds Chapter 18.30 Edmonds Community Development Code
and Exhibit "A" Stormwater Supplement dated April 2010 were used forthe design of the
stormwater facilities.
SECTION I -PROJECT OVERVIEW
The existing project site consists of an asphalt parking area with several landscape planter
islands. The project is located in the northeast portion of the asphalt parking lot for TOP
Foods Grocery Store. Currently, there is no address as ' sociated with the parcel number;
however, for reference the TOP Foods Grocery Store is located at 21900 Highway 99, in
the City of Edmonds. Refer to Figure I Vicinity Map for the location of the project.
The proposed project will include the construction of a restaurant facility located on the
west portion of the site. The restaurant facility will consist of a full kitchen with associated
storage areas,'a covered outdoor service area and separate restrooms for employees and
customers. There will be no inside seating for patrons. Limited improvements will be
made within the existing asphalt parking area on the east side of the site. These
improvements will include restriping of parking stalls and the construction of several
planter areas.
Stormwater runoff from the new/replaced impervious surfaces will be managed by a
bioretention area and the existing detention facility located underneath thel asphalt parking
area in the central portion of the site. This detention facility was constructed in 1991 and
provides flow control for both the TOP Foods site and the project site.
SECTION 2 - ExiSTING CONDITIONS SUMMARY
Research of the subject property was based upon the design drawings for the TOP Foods
Grocery Store that were obtained from the City of Edmonds. The drawings show utilities
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within and near the subject property. Additionally, a site visit was conducted to verify
existing conditions and locate existing utilities. Refer to Figure 2 for a layout of the
existing conditions.
The existing conditions consist of an asphalt parking area that is associated with the TOP
Foods Grocery Store. The TOP Foods building is located to the southwest of the project
site. Along the north boundary of the site is one of the main parking lot entry drives for
TOP Foods. Along the east boundary of the site, beyond the east edge of the parking lot,
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there is a grass lined biofiltration Swale that flows north and discharges into the existing
public drainage system within Highway 99. East of the biofiltration swale is the public
sidewalk along the west side of Highway 99. Along the south side of the site there is a
second parking lot entry drive that, provides access to the site and TOP Foods. Along the
southwest and west portions of the site, the existing conditions consist of the main asphalt
parking area for TOP Foods. Highway 99 is located along the east side of the project site.
The site generally slopes down from northwest to southeast at approximately 2 percent,
with a low point located within the east portion of the site. There are no steep slopes or
erosion hazard areas located within the site.
Per the City of Edmonds Soil Map (Figure B-2 of the stormwater manual), the site soils
consist of Alderwood Urban Land Complex, 2 to 8 percent slopes. A Geotechnical Report
has been prepared by Geotech Consultants, dated February 10, 2011. This investigation
found the soils within the site to be very dense to dense silty sand and dense sandy gravel
fill within the area of improvements.
There is an existing underground detention vault located within the project site that was
constructed with the TOP Foods development. The underground vault provides stormwater
detention for the runoff from the TOP Foods building and the associated asphalt parking
lot surrounding the building. The inside dimensions of the existing vault are 44 feet wide
and 200 feet long, with an internal height of 5.75 feet. According to the design drawings,
there is approximately 0.75 feet of cover between the top of the vault lid and surface
elevation of the asphalt parking lot. The detention facility discharges runoff into a
biofiltration ' swale west of Highway 99 on the TOP Foods parcel. Stormwater that flows
through the s,.�ale is collected by an 18-inch pipe which also collects overflow from the
detention vault, and connects to the existing public storm drainage system located within
Highway 99. For a complete description of the downstream drainage course refer to
Figure 3 and Section 3 of this report.
SECTION 3 — OFFSITE ANALYSIS
The downstream drainage course has been investigated from the site to the receiving
waters of Lake Ballinger, which is located approximately one mile downstream of the site.
The downstream investigation was conducted on February 7, 2011, on an overcast day
with a temperature of approximately 45 degrees Fahrenheit.
Per the City of Edmonds Watersheds map, Figure B-1 of the stormwater manual, the site is
located within the Halls Creek Drainage Basin. The Halls Creek Basin is tributary to the
Lake Ballinger Basin located to the south. Stormwater from the project site is ultimately
tributary to Lake Ballinger, via Halls Creek.
A storm drainage map for the drainage systems within Highway 99 and 216 th Street SW
has been obtained from the City of Edmonds and is included in Appendix A. Refer to
Figure 3 for a layout of the downstream drainage course from the project site.
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Upstream Basin
The upstream basin tributary to the project site consists of portions of the asphalt parking
area located to the west and south of the project. The runoff from this area sheet flows
onto the project site, and is collected by the two existing catch basins located east of the
project site. These catch basins convey the flow into the existing detention facility located
underneath the parking area.
In the proposed conditions a curb will be constructed along the west boundary of the site,
with a new catch basin located at a low point to collect the runoff from the upstream basin.
The catch basin will connect into the proposed conveyance system that discharges into the
existing detention vault.
Downstream Drainage Course
The outlet from the flow control structure located within the existing detention vault
discharges to the east via an 18-inch CMP pipe. The pipe daylights into the biofiltration
swale along the east side of the project site. During the time of the investigation, there was
a visible flow of stormwater discharge through the swale. The swale hows north and is
collected by an 18-inch concrete pipe that continues north into a catch basin located at
north end of the swale. The catch basin combines flows from the swale, the overflow from
the detention vault, and the flowcollected by two catch basins in the north entry drive.
The combined flow from the catch basin connects with the existing drainage system
located in the west side of Highway 99. From this point the downstrearri drainage course is
as follows:
* The flow continues east to a catch basin located within the gutter flow line along
the east side of Highway 99.
The drainage system along the east side of Highway 99, continues north through a
series of catch basins and pipes. Due to the location of the catch basins within the
roadway, the size of pipes could not be determined. However flowing water within
the catch basin was observed through the grate.
• Near the intersection of Highway 99 and 216 1h ' Street SW, the drainage system
consists of solid locking lids located within the travel lane. The location of the
system was consistent with the storin drainage map provided by the City of
Edmonds.
• The drainage system continues east along the south side of 216 th Street SW for
approximately 500 feet.
• The drainage system continues south and discharges into Halls Creek. Due to the
steep side slopes and heavy vegetation the outfall of the drainage system could not
be verified. There was no observed flooding or erosion within the approximate
area of the outfall. The outfall into Halls Creek is located approximately 1,550 feet
downstream from the project site.
• Halls Creek continues south within a vegetated channel and through various culvert
crossings underneath roadways. Halls Creek eventually discharges to Lake
Ballinger, located approximately 7,700 feet (1.5 miles) downstream from the
project site.
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During the time of the investigation there was no evidence of flooding or overtopping of
the existing drainage system.
SECTION 4 - SITE CLASSIFICATION/MINIMUM REQUIREMENTS
The project has been classified per Section 2 of the 2010 Edmonds Stormwater Code
Supplement (ESCS). The project proposes to add/replace approximately 10,310 square
feet of new impervious surface and will have approximately 12,606 square feet of land
disturbing activity. Refer to Figure 4 — Proposed Conditions. Per Figure 2-1 of the ESCS,
the site is classified as a Category 2 Small Site Project. Below is a list of all the Small Site
Minimum Requirements (SSMR) that apply to the project.
SSMR 91: Preparation of Stormwater Site Plan
Complete site plans that show the existing and proposed conditions of the project
and drainage systems are included. This Stormwater Site Plan summarizes the
methods and analysis in the design of the stormwater components for during and
after construction.
SSMR #2: Construction Stormwater Pollution Prevention
The Construction Stormwater Pollution Prevention Plan (SWPPP) is a combination
of the Temporary Erosion and Sediment Control (TESC) Plan and a Stormwater
Spill Prevention Plan (SSPP). Per Section 5.2 of the ESCS, since the project is
classified as a small site, only a TESC Plan is required. The TESC Plan is sheet
C 1. 0 of the drawings.
SSMR #3: Source Control of Pollution
Per Volume IV of the 2005 DOE Manual, for restaurants and fast food businesses
the potential pollutant sources include the customer parking lots and garbage
dumpsters.
The existing flow control structure located within the underground detention vault
fimctionsas an oil/water separator to provide pollution control for runoff from the
impervious surface associated with the parking lot.
The garbage dumpster area has been enclosed to prevent stormwater entering this
area. The dumpster area has also been isolated such that any leakage from the
dunipsters will be routed to a drain connected to the sanitary sewer. No washing of
restaurant equipment, such as cooking vent filters, will be allowed within in any
area draining to the stormwater system.
SSMR #4: Preservation of Natural Drainage Systems and Outfalls
Runoff from the existing project area currently sheet flows southeast to a low point
within the asphalt parking area. A catch basin collects and conveys the runoff into
the underground detention vault. The detention vault discharges into the
biofiltration swale located along the east side of the site.
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In the proposed conditions, runoff from the proposed building and replaced
impervious surface will be routed to the existing underground detention facility.
The, discharge from the detention facility will remain unchanged and match the
existing conditions.
SSMR #5: Onsite Stormwater Management
In accordance with Section 3.1 of the ESCS, small sites are not required to consider
or use LID techniques (on -site stormwater management BMPs). However, because
the project site is tributary to Lake Ballinger, LID has been considered to reduce
the amount of runoff from the project.
The project proposes the use of a bioretention area along the north, side of the
building to collect roof runoff from the building. Refer to Section 5 for a complete
description of the bioretention facility.
SSMR #6: Runoff Treatment
The project proposes approximately 4,438 square feet of pollution, generating
impervious surface. Refer to Figure 5 included with this Report, for a layout of the
New/Replaced PGIS Areas associated with the project. Per Section 5.6.1 of the
ESCS, since this area is less than 5,000 square feet, the site will not require runoff
treatment BMPs.
SSMR #7: Flow Control
Per Figure B-1 from the 2010 ESCS, the project is located in the Halls Creek
drainage basin, which is tributary to Lake Ballinger. The total new'and replaced
impervious surface area associated with the project is 10,3 10 square feet.
The bioretention area will provide mitigation of stormwater runoff from the roof of
the building. Runoff from the remaining replaced impervious surface will continue
to be mitigated by the existing detention vault; based upon the construction
drawings of the detention vault, the City determined ' that the vault can be used for
SSMR#7 Flow Control for the replaced impervious associated with the project. A
complete description of drainage system is provided in Section 5 of this Report.
SSMR #8: Wetlands Protection
There are no wetlands located within the site or associated with the project.
SSMR #9: Operation and Maintenance
Operation and Maintenance guidance from Volume III of the 2005� Stormwater
Management Manual for Western Washington, for the onsite flow control BMPs
are included in Appendix C this report.
SSMR #10: Offsite Analysis
Refer to Section 3 of this Report for the offsite analysis description.
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SSMR #11: Financial Liability
The project is a commercial project, which would normally require that a
performance bond be posted as a financial guarantee for the required stormwater
systems and BMPs related to the Construction Stormwater Pollution Prevention
Plan. However, there are no proposed improvements in the public right of way;
therefore Jeanie McConnell has indicated that the Engineering Division does not
require a performance bond to be posted for this project.
A Traffic Impact Analysis has been prepared by Transportation Engineering
Northwest. A copy of this Analysis has'been submitted under separate cover.
SECTION 5 - PERMANENT STORMWATER CONTROL PLAN
5.1 Existing Site Hydrology
The existing project area consists mainly of an asphalt parking area with a few landscaped
planter islands. Runoff from the existing asphalt parking area generally sheet flows southeast
with slopes of approximately 2%, into the two existing catch basins located along the east side
of the site. These catch basins route the runoff into the existing underground detention vault
located underneath the asphalt parking area. Refer to Figure 2 — Existing Conditions.
5.2 Developed Site Hydrology
Per conversations with the City of Edmonds, the existing detention vault was designed to
exceed the City's stormwater regulations that were in effect in 1991 when the TOP Foods
site w ' as developed. Based upon the construction drawings of the,.detention vault, the City
determined that the vault can be used for SSMR#7 Flow Control for the replaced
impervious associated with the project.
In the proposed conditions, the building will be constructed on the western portion of the
site. The roof drains from the building will be routed toward the north side of the building
and will discharge to the surface from a downspout at the north building comer. A channel
will be located within the walkway to direct the downspout runoff into the bioretention
area located along the north side of the building.
The proposed bioretention area provides additional flow control to reduce the amount of
runoff from the project site. The bioretention area will be located along the north side of
the building and collect runoff from the building roof area. The under -drain and overflow
from the bioretention area will discharge into the existing detention vault. The remaining
runoff from the replaced impervious surfaces will discharge into the existing detention
vault.
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Runoff from the concrete access drive lane along the west side of th6 building will be
collected by a trench drain. The runoff will be conveyed east and discharged directly into
the existing detention facility. The stormwater runoff from the remaining parking area
located on the east portion of the site will be collected by the existing catch basins within
the parking area. The catch basins will route the runoff into the existing detention vault.
Refer to Figure 4 — Proposed Conditions.
5.3 Performance Standards and Goals
Although the project is not required to provide additional performance standard beyond the
use of the existing detention system, the project proposed to meet the 2010, ESCS detention
BMPs flow control standards for the building. This was accomplished by providing
bioretention designed to these standards. The project is located within a Lake/Creek Basin,
and peak flows have been designed not to exceed 0.07, 0.14 and 0.33 cfs per acre of
impervious surface area for the 2, 10 and 100 year storm events, respectively.
5.4 Flow Control System
As described earlier in this Section, the existing detention vault was determined to provide
flow control that is equivalent to the current City of Edmonds flow control standards. The
City has indicated that runoff from replaced impervious surfaces may continue to be routed
to the existing stormwater detention system without modifications. However, a bio-
retention area is proposed to further mitigate the replaced impervious surfaces associated
with the project in addition to the existing detention facility.
The proposed bioretention area will be located along the north side of the building and will
mitigate storrnwater collected from the entire building roof s runoff. Since the onsite soils
are classified as till and do not promote good infiltration, an under -drain will be provided
within the bioretention area. The bioretention facility will consist of a 12-inch of ponding
depth and an 18-inch layer of bioretention soil mix. The under -drain will be located within
a 12-inch gravel layer underneath the bioretention soil. An overflow draini� will also be
provided within the bioretention area and will discharge the flow into the existing
detention vault.
Western Washington Hydrologic Model Version 4 (WWHM4) with "Puget East 36"
precipitation time series was used in the sizing of the bioretention area per Section 5.7.3.1
of the ESCS. A complete'copy of the output from the program is included in Appendix B
of this Report.
The -tot al area of impervious surface tributary to the bioretention area is 5,086 square feet
(0.11 acres). Below is a summary table of the allowable release rates per the City of
Edmonds and the release rates from the bioretention facility.
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Table I — Bioretention Area Release Rates
'Return Period
Allowable Release
Rates (cfs)
Actual R61ease.Rates frorn
Bioretenti6nArea (cfs).
2-year
0.007
0.006
1 0-year
0.015
0.013
I I 00-year
F- 0.036
0.030
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The runoff from the remaining 5,224 square feet of replaced impervious surface associated
with the project site disturbance will discharge directly into the existing detention vault.
5.5 Water Quality System I
The project proposes approximately 4,438 square feet of new or replaced pollution
generating impervious surface. Per Section 5.6.1 of ESCS, since this area is less than
5,000 square feet the site will not require runoff treatment BMPs. Refer to Figure 5 for a
layout of the new and replaced PGIS areas associated with the project.
5.6 Conveyance System Analysis and Design
The proposed conveyance system will convey runoff from the concrete access lane along
the west side of the building, and the discharge from the bioretention area, as well as the
runoff from the upstream parking area that is collected in the catch basin next to the
proposed planter island west of the building. The conveyance system will connect into the
existing detention vault located underneath the parking area.
The proposed conveyance system has been analyzed to convey the developed 100-yeiar
flow from the total replaced impervious surfaces and the upstream area which is 0.356 cfs.
Using the Manning's Equation, the full capacity of a 6-inch pipe at 2.0% slope was
determined to be 0.86 cfs.
The 6-inch conveyance system Will have adequate capacity to convey stormwater runoff
from the developed replaced impervious surfaces associated with the project.
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SECTION 6 — CONSTRUCTION STORMWATER POLLUTION
PREVENTION PLAN
The Construction Stormwater Pollution Prevention Plan (SWPPP) is a combination of the
Temporary Erosion and Sediment Control (TESC) Plan and a Stormwater Spill Prevention
Plan (SSPP). Per Section 5.2 of the ESCS, since the project is classified as a small site,
only a TESC Plan is required. The TESC Plan is sheet C1.0 of the drawings.
The following twelve elements have been addressed in the Construction Stormwater
Pollution Prevention Plan and on the TESC Plan:
I . Mark Clearing Limits — Clearing limits will be defined by erosion control
components and/or construction fencing as necessary.
2. Establish Construction Access — The existing asphalt parking area will be retained
and used as a construction access. As portions of the asphalt area are removed,
quarry spalls will be provided until the final surfacing is installed.
3. Control Flow Rates — Stormwater flow runoff during construction is anticipated to be
mitigated by pumping runoff from the building excavation to a temporary sediment
settling tank. The outlet from the sediment settling tank will discharge into the
existing drainage system within the asphalt parking area.
4. Install Sediment Controls — Sediment will be controlled using catch basin inserts
within existing catch basins within the project site. Additionally, compost filter
socks and triangular silt dikes will be used to limit the amount sediment runoff from
the existing asphalt parking area. (See TESC, Sheet C1.0 and Details, Sheet C1.1).
5. Stabilize Soils — It is anticipated that some of the earthwork and grading may occur
in wet weather conditions. Exposed soils will be protected by approved coverage
(plastic sheeting, straw mulch, hydroseeding, etc.) within seven days during the dry
season, and within 2 days during the wet season.
6. Protect Slopes — Exposed slopes will be protected by approved coverage (plastic
sheeting, straw mulch, hydroseeding, etc.) within seven days during the dry season,
and within 2 days during the wet season.
7. Protect Drain Inlets — Existing catch basins will have inlet protection installed prior
to site disturbance.
8. Stabilize Channels and Outlets — This element does not apply to this project since
' there are no channels or point discharges of stormwater proposed. -
9. Control Pollutants — Temporary protection of the disturbed soils provides the first
level of protection for pollution control and perimeter measures downstream, as well
as the sediment settling tank, will mitigate the remaining pollutants.
10. Control De -watering — De -watering will be pumped to an approved sediment settling
facility prior to discharge.
11. Maintain BMPs — The BMPs will be maintained regularly in accordance with the
Erosion and Sedimentation Control Plan and Notes. At the owner's request, LPD
Engineering will also make periodic site visits to observe the erosion and
sedimentation control facilities.
12. Manage the Project — The Contractor will maintain a daily presence on the site and
will assign a contact person for erosion and sedimentation control issues.
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BMPs will be in accordance the Stormwater Management Manual for Western Washington
and City of Edmonds standards unless otherwise noted here or in the drawings. The
contractor will be responsible for monitoring and maintaining the erosion control on site as
the project progresses.
It is anticipated that some earthwork may occur during wet weather conditions and
construction will continue into the dry season. Due to work in the wet season, care will be
taken to limit impact to the'existing paved surfaces for use during construction and protect
disturbed soils. Stormwater runoff from the proposed project area will be collected and
pumped to a temporary sediment settling facility before being discharged into the existing
drainage system.
The temporary sediment settling facility was sized per the Stormwater Management
Manual for Western Washington. Using the WWHM program, the 2-year flow rate of
0.057 cfs from unmitigated replaced impervious surfaces was used to size the temporary
sediment settling facility. The total required sediment storage volume is 416 cubic feet
(178 cf dead storage plus 238 cf sediment settling volume). The proposed storage volume
provided by the temporary sediment settling tank is 535 cubic feet (4,000 gallons).
SECTION 7 - OTHER REPORTSAND STUDIES
The following reports and studies are associated with the project.
Geotechnical Report by Geotech Consultants, dated February 10, 2011. A copy is
included in Appendix C of this Report.
A Traffic Impact Analysis has been prepared by Transportation Engineering
Northwest. A copy of this Analysis has been submitted under separate cover.
SECTION 8 - OTHER PERMITS
At this time there are no additional permits associated with this project.
SECTION 9 - OPERATION AND MAINTENANCE MANUAL
An Operation and Maintenance Manual for the. onsite stormwater features is included in
Appendix D of this Report.
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SECTION 10 - BOND QUANTITIES WORKSHEET
A bond quantities worksheet will not be required since there are no proposed
improvements within the right-of-way.
Per the City of Edmonds, an itemized cost estimate has been submitted under separate
cover.
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FIGURES
Figure 1: Vicinity Map
Figure.2: Existing Conditions
Figure 3: Downstream Drainage Course
Figure 4: Proposed Conditions
Figure 5: Proposed Conditions — Replaced PGIS.Areas
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APPENDIX A
Design Documents.
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APP ENDIX B
Design Calculations and Supoorting Information
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WWBM4
PROJECT REPORT
Project Name: RainGarden
Site Name
Dick Drive In .
Site Address:
220th and HWY 99
'City
City of Edmonds
Report Date
2/10/2011
MGS Regoin
Puget East
Data Start
1939/10/1
Data End
2060/09/30
DOT Data Number: 03
Version :
2010/12/01
PREDEVELOPED LAND USE
Name ' : Basin 1
Bypass: No
GroundWater: No
Pervious Land Use Acres
C, Forest, Flat .11
Impervious Land Use Acres
Element Flows To:
Surface . Interflow
MITIGATED LAND USE
Name I : Dev-Roof
Bypass:. No
GroundWater: No
Pervious Land Use
Impervious Land Use
ROOF TOPS FLAT
Acres
Acres
0.11
Groundwater
Element Flows To:
Surface Interfl6w Groundwater-
RainGarden Surfaceen RainGarden Surfaceen
Name. : RainGarden
Bottom Length: 11.00 ft.
Bottom Width : 11.00 ft.
Trench bottom,slope 1: -0.001 To 1
Trench Left side slope- 0: 3 To 1
Trench right side slope 2: 3 To 1
Material thickness of first layer : 1.5
Pour Space of material for first layer
Material thickness of second layer : 1
Pour Space of material for second layer
Material thickness of third layer 0
Pour Space of,material for third layer
Discharge Structure
Riser Height: 1 ft.
Riser Diameter: 6 in.
Element Flows To:
Outlet 1 . . Outlet 2
0.39
0.4
0.4
Landscape -Swale Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
<Table removed to conserve paper>
Name : RainGarden Surfaceen
Bottom Length: 0.00 ft.
Bottom Width : 0.00 ft.
Material thickness of first layer 0
Pour Space of material for first layer
Material thickness of second layer : 0
Pour Space of.material for second layer
Material thickness of third layer : 0
Pour Space of material for third layer
Discharge Structure
Riser Height: 0 ft.
Riser Diameter: 0 in.
Element Flows To:
Outlet 1 Outlet 2
RainGarden
0
LSplitter Hydraulic Table
Stage(ft) Area(ac) Volume(ac-ft) Discharge(cfs) Infilt(cfs)
<Table Removed to conserve paper>
ANALYSIS RESULTS
I
I
Flow Frequency Return Periods for Predeveloped. POC #1
Return Period
Flow(cfs)
2 year
0.001879
5 year
0.003083
10 year
0.003761
25 year
0.004464
50 year
0.004888
100 year
0.00524
Flow Frequency Return
Periods for Mitigated. POC #1
Return Period
Flow(cfs)
2 year
0.006383
5 year
0.010047
10 year
0.013385
25 year
0.018913
50 year
0.024184
100 year
0.030637
Annual Peaks for Predeveloped and Mitigated. POC #1
Year Predeveloped Mitigated
<Yearly Peaks removed to conserve paper>
Ranked Annual Peaks for Predeveloped and Mitigated. POC #1
Rank Predeveloped Mitigated
<Ranked Peaks removed to conserve paper>
POC #1
Facility FAILED duration standard for 1+ flows.
Flow(cfs) Predev Mit Percentage Pass/Fail
<Durations removed to conserve paper>
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.
The development has an increase in flow durations for
more than 50% of the flows for the range of the
duration analysis.
Water Quality EMP Flow and Volume for POC #1
On-line facility volume: 0.0047 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0077 cfs.
Off-line facility target flow: 0.0048 cfs.
Adjusted for 15 min: 0.0054 cfs.
Perind and Impind Changes
No changes have been made.
This program and accompanying documentation is provided I as -is I without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. 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, Inc.
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, Inc. has been advised of the
possibility of such damages.
WWHM4
PROJECT REPORT
Project Name: TESC Sizing & Conveyance Sizing
Site Name Dick Drive In
Site Address: 220th and HWY 99
city City of Edmonds
Report Date 2/10/2011
MGS Regoin Puget East
Data Start 1939/10/1
Data End 2060/09/30
DOT Data Number: 03
Version : 2010/12/01
PREDEVELOPED LAND USE
Name TESC Sizing
.Bypass: No
GroundWater: No
Pervious Land Use Acres
Impervious -Land Use Acres
PARKING FLAT 0.23
Element Flows To:
Surface Interflow Groundwater
MITIGATED LAND USE
Name : Conveyance -Sizing
Bypass: No
GroundWater: No
Pervious Land,Use Acres
Impervious Land Use Acres
PARKING FIAT 0.58
Element Flows To:
Surface . Interflow Groundwater
ANALYSIS RESULTS
Flow Frequency Return Periods for TESC Sizing. POC #1
Return Period
Flow(cfs)
2 year
5 year
0.076171
10 year
0.089981
25 year
0.109058
50 year
0.124496
100 year
0.141026
Flow Frequency Return Periods for Conveyance Sizing
Return Period
Flow(cfs)
2 year
0.144719
5 year
0.192084
10 year
0.226909
25 year
0.275015
50 year
0.313946
100 year
0.355631
Water Quality BMP Flow and Volume for POC #1
On-line facility volume: 0.0047 acre-feet
On-line facility target flow: 0.01 cfs.
Adjusted for 15 min: 0.0077 cfs.
Off-line facility target flow: 0.0048 cfs.
Adjusted for 15,min: 0.0054 cfs.
Perind and Impind Changes
No changes have been made.
POC # 1
This Program and accompanying documentation is provided I as-i s I without warranty of any kind. The entire
risk regarding the performance and results of this program is assumed by the user. Clear Creek Solutions,
Inc. 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, Inc.
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, Inc. has been advised of the
possibility of such damages.
Circular Channel Analysis & Design
Solved with Manning's Equation
Open Channel - Uniform flow
Worksheet Name: Dicks Drive In
Comment: Conveyance System Sizing
Solve For Full Flow Capacity
Given Input Data:
Diameter ..........
0.50
ft
Slope .............
0.0200
ft/ft
Manning's n .......
0.012
Discharge ..........
0.86
cfs
Computed Results:
Full Flow Capacity .....
0.86
cfs
Full Flow Depth ........
0.50
ft
Velocity ..........
4.38
fps
Flow Area .........
0.20
sf
Critical Depth ....
0.45
ft
Critical Slope ....
0.0175
ft/ft
Percent Full ......
100.00
%
Full Capacity .....
0.86
cfs
QMAX @.94D ........
0.92
cfs
Froude Number .....
FULL
Open Channel Flow Module, Version 3.41 (c) 1991
Haestad Methods, Inc. * 37 Brookside Rd * Waterbury., Ct 06708
Sediment Trap Sizing'Calculations
Per DOE Manaul
Project Name: Dick's Drive In
by: BRH
Required Trap Surface Area
multiplier = 2
Per DOE Manaul
Q = 0.057 cfs
2-year developed storm event
Vsed-= 0.00096 fps
SA 118.8 sf
Required Dead Storage
Depth = 1.5 ft
Volume = 178 cf
Volume SA Depth
Required Live Storage
Depth = 2 ft
Volume = 238 cf
Volume SA Depth.
Total Required Storage
Volume = 416 cf
-Volume = 3,109 Gallons
engini g P
APPENDIX C
Other Reports and Studies
13
Stormwater Sitb Plan
Dicles Drive In
March 31, 2011
OEOTECH
CONSULTANTS, INC.
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
February 10., 2011
JN 11016
Dick's Drive-ins, LTD
4426 — 2nd Avenue Northeast
Seattle, Washington 98105
Attention: Ken Frazier via email ken@qdir.com
Subject: Transmittal Letter — Geotechnical Engineering Study
Proposed Dick's Drive -In Restaurant
21984 State Route 99
Edmonds, Washington
Dear Mr. Frazier:
We are pleased to present this geotechnical engineering report for the proposed new Dick's Drive -
In Restaurant to be constructed in Edmonds, Washington. The scope of our services consisted of
exploring site surface and subsurface conditions, and then developing this, report to provide
recommendations for general earthwork and design criteria for building foundations and retaining
walls. This work was authorized by your acceptance of our proposal, P-8091, dated January 11,
2011.
The attached report contains a discussion of the study and our recommendations. Please contact
us if there are any questions regarding this report, or for further assistance during the design and
corIstruction phases of this project.
IJ LH/D RW: jyb
. *RoRespectf 'I ubmitted,
es pectf I u
G 0 0 ULTANTS, INC.
D 0
beWaord, P.E.
Principal
GEOTECH CONSULTANTS, INC.
GEOTECHNICAL ENGINEERING STUDY
Proposed Dick's Drive -In.
21984 State Route 99
Edmonds, W ashington
This report p - resents the findings and recommendations of our geotechnical engineering study for
the site of the proposed new Dick's Drive-in Restaurant to.be Iodated in Edmonds.
We were provided with a preliminary site plan. LPD Engineering, PLLC developed the site plan,
which is dated November 30, 2010. Based on this plan and conversations with the project design
team, we understand that the proposed project will consist of constructing a one-story commercial
building in the northeastern corner of the existing parking -lot, which is currently used by the Top
Foods grocery store. This restaurant building site is planned to be constructed near to, just below
the existing site grades, requiring only minimal excavation work. Notably, the new building will be
located near an existing, below grade stormwater detention vault. The eastern wall of the new
building is planned to be constructed about 1.5 feet west of the western vault wall.
If the scope of the project changes from what we have described above, we should be provided
with revised plans in order to determine if modifications to the recommendations and conclusions of
this report are warranted.
SiTE CONDITIONS
SURFACE
The Vicinity Map, Plate 1i illustrates the general location of the site in Edmonds. -The Top Food
facility site is located on the. northeastern side of the intersection at State Highway 99. and 220th
Street Southwest. The proposed Dick's Drive -In building and parking will be located in the
northeastern corner of the existing facility where a parking lot currently exists. The existing parking
lot in this area is -relatively level, sloping gently down to the east. The overall elevation change
across the project site is approximately 6 feet over about. 100 feet horizontally. The plans we
received Indicate that the vault slab is at elevation 350.5 feet.
SUBSURFACE
The subsurface conditions were explored by drilling three test borings at the approximate locations
shown -on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed
construction, anticipated subsurface conditions and those encountered during exploration, and the
scope of work outlined in our proposal.
The borings were drilled on January 26, 2011 using a truck -mounted, hollow -stem auger drill.
Samples were taken at 5-foot intervals with a standard penetration sampler. This split -spoon
sampler, which has a 2-inch outside diameter, is driven into the Soil with a 140-pound hammer
failing 30 inches. The number of blows required to advance the sampler a given distance is an
indication of the soil density or consistency. A geotechnical eng'Ineer from our staff observed -the
drilling process, logged the test borings, and obtained representative samples of the soil
encountered, The Test Boring Logs are attached as Plates 3 through 4.
GEOTECH CONSULTANTS, INC.
Dick's Drive -In
February 10, 2011
Soil Conditions
JN 11016
Page 2
The native silty sand was very dense beneath the existing pavement in the two test borings
drilled away from the stormwater vault, However, Test Boring 1, conducted approximately
4.0 feet east of the western foundation wall of the detention vault at this location revealed
approximately 6 feet of medium -dense to dense, sandy gravel fill. The fill appeared well
compacted as structural fill. Beneath the previously placed structural fill, the dense to very
dense silty sand soil's were encountered. These dense native -soils were encountered to the
maximum depth explored of 11.5 feet..
These silty sands,were also found in the soils investigation performed by Terra'Assoclates
for.the previous development of the Top Foods grocery store, Based on our review of the
Top Foods grocery store :co.nstru'ction documents, the area proposed for the new Dick's
Drive-in was likely excavated to reach the existing grades during previous parking lot
construction.
No obstructions were revealed by our explorations. However, debris, buried utilities, and old
foundation and slab elements are commonly encountered on sites that have had previous
development.
Groundwater Conditions
No groundwater -seepage was observed in our explorations. The test borings were left open
for only 'a- short time period. 'therefore, the seepage levels on the logs represent the
location of transient water seepage and may not indicate the statlG groundwater level.
Groundwater levels encountered during drilling can be deceptive, because seepage into the
boring can be blocked or slowed by the auger itself.
It should be noted that groundwater levels vary seasonally with rainfall and other factors. It
is possible that groundwater could be found perched on dense native soil.
The stratification lines on the logs represent the approx imate boundaries between soil. types at the
exploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface
information only at the locations. tested. The relative densities and moisture descriptions indicated
on the test boring logs are interpretive descriptions based on the conditions observed during
drilling.
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY. MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT. ANY PARTY RELYING ON THIS REPORT SHOULD
READ THE ENTIRE DOCUMENT
I
IGEOTECH CONSULTANTS, INC.
Dick's Drive -In JN 11016
February 10, 2011 Page 3
The two test borings conducted for this study located outside of the eAsting stormwater vault area
encountered very dense native silty sands With some gravel beneath the existing asphalt parking
lot. The test boring drilled near the vault ' revealed medium -dense to dense structural fill overlying
the dense to very dense native soil. The structural fill and the dense native soils are very well
suited for.foundation support. Conventional footings can be used for the building foundations. -
The most considerable geotechnical engineering concern of this project is the construction of the
new building foundation near the existing detention vault. The proposed locatio * n of the eastern
building wall is 1.5 feet to 2 feet west of the western wall of the existing stormwater detention vault.
The structural backfill encountered in ' the test boring near the existing stormwater vault could
support the new building loads with minimal differential settlement, but the eastern foundations will
impose additional surcharge loads on the walls. of the detention vault. If the existing vault
foundation walls cannot support any additional surcharge loads, th.e new foundation loads should
be lowered to elevation 352.5. feet, about 2 feet above the vault slab. The most economical
method for lowering the foundation loads would be to excavate a trench to elevation 352.5 feet and
backfilling the trench with lean mix concrete up to the design footing grade. The depth of the
foundation load may be raised to higher elevation depending on the structural analysis of the
existing vault wall and its lateral capacity.
The native silty sand is very dense at shallow depths. Beneath the existing ground surface
Contains a high silt content, and has very low permeability. It is unlikely that stormwater would
infiltrate into these native soils.
The drainage and/or waterproofing recommendations presented in this report are intended only to
prevent active seepage from flowing through concrete walls:or slabs. Even in the absence of active
seepage into and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmitted from slabs and foundation walls due to the
concrete curing process. Water vqpor also results from occupant uses, such as cooking and
bathing. Excessive water vapor trapped within structures can result in a variety of undesirable
conditions, including, but not limited to, moisture problems with flooring systems, excessively moist
air within occupied areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or
mechanical, to prevent a build up of excessive water vapor within the planned structure.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented in this report are adequately addressed in the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during'the review process.
We recommend including this report, in its entirety, In the project contract documents. This report
should also be provided to any future property owners so they will be aware of our findings and
recommendations.
SEISMIC CONSIDERATIONS
In accordance. with Table 1613.5.2 of the 2006 and 2009 International Building Code (IBC), the site
class within 100 feet of the ground surface is best represented by Site Class Type, C (Very Dense
GEOTECH CONSULTANTS, INC.
Dick's Drive -In JN 11016
February 10, 2011 Page 4
Soil and Soft Rock). As noted in the USGS website, the mapped spectral acceleration value for a
0.2 second (S,,) and 1.0 second period (Si) equals 1.2g and .0.4g, respectively., The site'soils are
not susceptible to seismic liquefaction because of their dense nature and the absence of near -
surface groundwater.
The International Building Code (IBC) states' that a site -'specific seismic study need not be
performed provided that the peak ground acceleration be equal to SE)s/2.5, where SDS is determined
in Section 21.2.1 of ASCE 7. Section 21.2.1 indicates that Section 11.4.7 of ASCE 7 should be
used. In Equation 11.4-3 it Is noted that SDS is equal to 2/3Sms. Based on Equation 11.4-1, Sms
equals F, times Ss, where. F, is. determined in Table 11.4-1. For our site, F, = 1.0. Thus, the peak
ground acceleration = 0.32g.
CONVENTIONAL FOUNDATIONS
As discussed earlier, if no surcharge loads can be imposed on the vault, the foundation along the
eastern building wall should be constructed on leani-mix concrete that extends approx! miately to
elevation 352.5 feet. The base of the excavations needed where lean -mix concrete is to be placed
should extend 6 inches beyond the edges of the footing, and the subgrad6 should be cleared of
any loose or compressible material. The overexcavation should be backfilled. with lean -mix
concrete within a few hours prior to completing the excavations to reduce the chance of sloughing
or caving of the excavations.
The remaining foundation portions of the proposed structure can be supported on conventional
continuous and spread footings bearing on undisturbed, very dense native Soil. We recommend
that the continuous and individual spread footings have minimum widths of 12 -and 16 Inches,
respectively. Exterior footings -should also. be bottomed at least 18 inches -below the lowest
adjacent finish ground surface for protection against frost an . d erosion. The local building codes
should be reviewed to determine if different footing widths or embedment depths are required.
Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending
upon s ite and equipment constraints, this may require removing the disturbed soil by hand.
An allowable bearing pressure of 4,000 pounds per square foot (pso is appropriate for footings
supported on competent native soil or lean mix concrete placed atop this native soil. A one-third
Increase in this design bearing pressure may be used when considering short-term wind or seismic
loads. For the above design criteria, it is anticipated that the total post -construction settlement of
footings, founded on competent native soil, will be about 0.25 inch, with differential settlements on
the order of less than one -half -inch in a distance of 50 feet along a continuous footing with a
uniform load.
Lateral loads due to wind or seismic forces may be resisted by fr(ction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level. structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
GEOTECH CONSULTANTS, INC.
Dick's Ddve-ln
February 10, 2011
Coefficient of Friction 0.50
Passive Earth Pressure 300 pcf
Where: (1) pcf Is pounds per cubic foot, and (if) passive earth
pressure is computed using the equivalent fluid density.
JN 11016
Page 5
If the ground in front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate, We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
Active Earth Pressure
35 pef
Passlve Earth Pressure
300 pcf
Coefficient of Friction
0.50 -
Soil Unit Weight
145 pcf
Where: (1) pcf Is pounds per cubic foot, and (11) active and
passive earth pressures are computed using the equivalent fluid
pressdres.
* For a restrained wall that cannot deflect at least 0.002 times its
height, a uniform lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
The values given above are to be used to design only permanent foundation and retaining walls
that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry.
It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil
strength parameters for design of other types of retaining walls, such as soldier pile, reinforced
earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The
passive pressure given is appropriate for the depth of level structural fill placed in front of a
retaining or foundation wall only. The values for friction and passive resistance are ultimate values
and do not include a safety factor. We recommend a safety factor of at least 1.5 for overturning
and sliding, when using the above values to design the walls. Restrained wall soil parameters
should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls.
This is intended to reduce the amount of cracking that can occur where a wall is restrained by a
corner,
GEOTECH CONSULTANTS, INC.
I
Dick's Drive -In
February 10, 2011
JN 11016
Page 6
The design values given above do not include the effects of any hydrostatic pressures behind the
walls and assume that ' no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures. The surcharge. due to traffic loads behind a wall can typically be
accounted for by adding a uniform pressure equal to .2 feet multiplied by the above active fluid
density. Heavy construction equipment should not be operated behind retaining and foundation
walls within a distance equal to. the height of a wall, unless the walls are designed for the additional
lateral pressures resulting from the equipment.
Wall Pressures Due to Seismic Forces
The surcharge wall loads that could be imposed by the design earthquake can be modeled
by adding a uniform lateral pressure to the a bove-recorn mended active pressure. The
recommended surcharge pressure is 7H pounds per square foot (psf), where H is the
design retention height of the wall. Using -this increased pressure, the safety factor against
sliding and overturning can be reduced to 1.2 for the seismic analysis.
M Retalning Wall Backfill and Waterproofin
Backfill placed -behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sleve should be between 25 and 70 percent. If the native silty
sand is used as.backfill, a drainage composite similar to Miradrain 6000 should be placed
against the backfilled retaining walls. The drainag'e composites should be hydraulically
connected to the foundation drain system.. Free -draining backfill -or gravel should. be used
for the entire width of the.backfill where seepage is encountered. For increased protection,
drainage composites should be placed along cut slope faces, and the- walls should be
backfilled entirely with free -draining soil. The later section entitled Drainage
Considerations should also be reviewed for recommendations related to subsurface
drainage behind foundation and retaining walls.
The purpose of these backfill requirements is to ensure- that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall- The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved, The ground surface must also
slope away from backfilled. walls to reduce the potential for surface water to percolate into
the backfill.
It is critical that the wall backfill be.placed In lifts and be properly compacted, in order for the
a bove-recom mended design earth pressures to be appropriate. The wall design criteria
assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The
compaction of backfill near the walls should be accomplished with hand -operated
equipment to prevent the walls from being overloaded by the higher soil forces that occur
during compaction. The section entitled General Earthwork and Structural Fill contains
additional recommendations regarding the placement and compaction of structural fill
behind retaining -and foundation walls.
GEOTECH CONSULTANTS, INC.
Dick's Drive -In JN 11016
February 10, 2011 Page 7
The above recommendations are not intended to waterproof below -grade' walls, or to
prevent the formation of mold, mildew or fungi in 'Interior spaces. Over time, the
performance of subsurface drainage systems can degrade, subsurface groundwater flow
patterns can change, and utilities can break or develop leaks. Therefore, waterproofing
should be provided where future seepage through the walls is not acceptable. This typically
includes limiting cold -joints and wall penetrations, and using bentonite panels or
membranes on the outside of the 'walls. There are a variety of different waterproofing
materials and systems, which should be installed by an experienced contractor familiar with
the anticipated construction and subsurface conditions. Applying a thin coat of asphalt
emulsion to the outside face of a wall is not considered waterproofing, and will only help to
reduce moisture generated from water vapor or capillary action from seeping. through the
concrete. As with any project, adequate ventilation of basement and crawl space areas is
important to prevent a build up of water vapor that' is commonly transmitted through
concrete walls from the surrounding soil', even when seepage is rot present. This is
appropriate even when waterproofing is applied to the outside of foundation and retaining
walls, We recommend that you contact a specialty consultant if detailed recommendations
or specifications related to waterproofing design, or minimizing the potential for infestations
of mold. and mildew are desired.
The General, Siabs-On-Grade, and Drainage Considerations sections should be
reviewed for additional recommendations related to the control of groundwater and excess
water vapor for the anticipated construction.
SLABS -ON -GRADE
The building floois can. be con ' structed as slabs -on -grade atop the native. material, or on structural
fill placed atop the native soils. The subgrade soil must be in a firm, non -yielding condition at the
time. of Slab construction or undersl ' ab fill. placement. Any soft areas encountered should be
excavated and replaced with select, imported structural fill.
Even where the exposed soils ap pear dry, water vapor will tend to naturally migrate upward through
the soil to the new constructed space above it. This can affect moisture -sensitive flooring, cause
imperfections or damage to the slab, or, simply allow excessive water vapor into the space above
the slab. All interior slabs -on -grade should be underlain by a capillary break or drainage layer
consisting of a minimum 4-inch thickness of gravel or crushed rock that has a fines content
(percent passing the No. 200 sleve� of less than 3 percent and a sand content (percent passing the
No. 4 sleve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the
Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately
below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or
any moisture -sensitive equipment or products. ACI also notes that vapor retarders, such as 15-mil
plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil
thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms,.as
determined by ASTM E 96. It is possible that concrete admixtures may meet this specification,
although the manufacturers of the admixtur es should be consulted. Where vapor retarders.are
used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive
tape, The sheeting should ex ' tend to the foundation walls for' maximum vapor protection. If no
potential for vapor passage through the. slab is desired, a vapor barrier should be used. A vapor
barrier, as defined by ACI, Is a product with a water transmission rate of 0.01 perms when tested in
accordance with ASTIVI E 96. Reinforced membranes having sealed overlaps can meet this
requirement.
GEOTECH CONSULTANTS, INC.
Dick's Drive -In JN 11016
February 10, 2011 Page 8
In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded
compactable granular material, such as a 5/8-inch-minus crushed rock pavement'base, be placed
over the vapbr retarder or barrier for their protection, and as a "blotter" to aid in the curing of the
concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material
over the vapor retarder is controversial as noted in current ACI literature because of the potential
that the protection/blotter material can become wet between the time of its placement and the
installation of the slab. If the material is wet prior to slab placement, which is always possible in the
Puget Sound area, it could cause vapor transmission to occur up through.the slab in the future,
essentially destroying the purpose of the vapor barrierlretarder. Therefore, -if there is a potential'
that the protection/blotter material will become . wet before the slab is installed, ACI *now
recommends that no protectio n/b [otter material' be used. However, ACI then recommends that,
because there Is a potential for slab cure due to the loss of the blotter material, joint spacing in the
slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel
reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor
Retarders Used in Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees'with
the recent ACI literature.
We recommend that the contractor, the project materials engineer, and the ownerdiscuss these
issues and review recent ACI literature and ASTM E-1643 for installation guidelines and. guidance
on the use of the protection/blotter material.
The General, Permanent Foundation and Retaining Walls, and Drainage Considerations
sections should be reviewed for additional recommendations related to the control of groundwater
and excess water vapor for the.anticipated construction.
EXCAVATIONS AND SLOPES
No excavated slopes are anticipated other than for utility trenches. Excavation slopes should not
exceed the limits specified'in local, state, and national government safety regulations. Temporary
cuts to a depth of about 4 feet may be attempted vertically in unsaturated soil, if there are no
indications of slope instability. Howeve*r, vertical cuts should not . be made near property
boundaries, or existing 'utilities and structures. Based upon, Washington Administrative Code
(WAC) 296, Part N, the soil at the subject site would generally be classified as Type A. Therefore,
temporary. cut slopes greater than 4 feet in height. should not. be excavated at an Inclination steeper
than 0.75:1 (Horizontal:Vertical), extending continuously between the top and the bottom of a cut.
The above-recom mended temporary slope inclination is based on the conditions -exposed in our
explorations, and on what has been successful at other sites with similar soil conditions. It is
possible that. variations in soil and groundwater conditions will require modifications to the
inclination at which temporary slopes can stand. Temporary cuts are those that Will remain
unsupported for a relatively short duration to allow for the construction of foundations, retaining
walls, or utilities. Temporary cut slopes should be protected With plastic sheeting during wet
weather. It is also important that surface water be directed away from temporary slope cuts. The
cut slopes -should a.lso be backfilled or retained as soon as possible to reduce the potential for
instability. Please note that sand loose soil can cave suddenly and without warning, Excavation
foundation, and utility contractors should be made especially aware of this potential danger. These
recommendations may need to be modified if the area near the potential cuts has been disturbed in
the past by utility installation, or if settlement -sensitive utilities are located nearby,
GEOTECH CONSULTANTS, INC.
Dick's Drive -In
February 10, 2011
DRAINAGE CONSIDERATIONS
JN 11016
Page 9
Foundation drains should be used where (1) crawl spaces or basements will be below a structure,
(2) a slab is below the outside grade, -or (3) the outside grade does not slope downward from a
building. Drains should also be placed at the base of all earth -retaining walls. These drains should
be surrounded by at least 6 inches of 1-inch-minus, washed rock and then wrapped in non -woven,
geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept
separate from the foundation drain system. A typical drain detail is attached to this report as Plate
5. For the best long-term performance, perforated PVC pipe is recommended for all subsurface
drains.
As a minimum, a vapor retarder, as defined in the Slabs-On-Gracle section, should be provided in
any crawl space area to limit the transmission of water vapor from the underlying soils. Also, an
outlet drain is recommended for all crawl spaces to prevent a build up of any water that may
bypass the footing drains.
No -groundwater was observed during our field work, If seepage is encountered in an excavation, it
should be drained from the site by directing it through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps Interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. Final site grading in areas adjacent to a building should
slope away at least 2 percent, except where the area is paved. Surface drains should be provided
where necessary to prevent ponding of water behind foundation or retaining walls.
GENERAL EARTHWORK AND STRUCTURAL FILL
All building areas -should be stripped of existing asphalt pavements and any, topsoil, organic soil,
and other deleterious material. The stripped or removed materials should not be mixed with any
materials to be used as structural fill.
Structural fill Is defined as any fill, incl * uding utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. . All structural fill should be placed in horizontal lifts with a moisture content at,Or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled. during the filling and compaction process.
The allowable thickness of the fill lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The loose lift thickness
should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, it can be recompacted before another lift is placed. This eliminates the
need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill:
GEOTECH CONSULTANTS, INC.
Dick's Drive-in
February 10, 2011
Beneath footings, slabs 95%
or 'walkways I I
Filled slopes and behind 90%
retainin.q walls . I
95% for upper.1 2 inches of
Beneath pavements subgrade; 90% below that
level
Where: Minimum Relative Compaction is the ratio, expressed In
percentages, of the compacted dry density to the maximum dry
density, as determined In accordance with ASTM Test
Designation D 1557-91 (Modified Proctor).
Use of On -Site Soil
JN 11016
Page 10
If grading activifies take place during wet weather, or when the silty, ori-site sail is wet, site
preparation costs may be higher because of delays due to raln and the potential need to
import granular fill. The on -site soil is generally silty and therefore' moisture sensitive.
Grading operations will be difficult during wet weather, or when the moisture content of this
soil exceeds the optimum moisture content.
The moisture content of the silty, on -site soil must be at, or near, the optimum moisture
content, as the soil cannot be consistently compacted to the required density when the
moisture content is significantly greater than optimum. The on -site silty sand underlying the
existing pavement could be used as structural fill, if grading operations are conducted
during hot, dry weather, when drying the wetter soil by aeration is possible. During
excessively dry weather, however, it may be necessary toadd water to achieve the optimum
moisture content.
Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from
construction equipment,. or even foot traffic, when the moisture content is greater than the
optimum moisture content-. It may be beneficial to protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from, traffic.
A significant geotechnical consideration for development of this site is the overly moist to wet
condition of the silty soils. Based on our observations, and the results of.our laboratory tests,
the moisture contents of the on -site soils are significantly above the optimum moisture content
necessary for the required structural fill compaction., These fine-grained, silty soils are sensitive
to moisture, which makes them impossible to adequately compact when they have moisture
contents even -2 to 3 percent above their optimum moisture content. The reuse of these soils
as structural fill to level the site will only be successful during hot, dry weather. Aeration of each
loose lift of soil will be required to dry it before the lift is compacted. Alternatively, the soil could
be chemically dried by adding lime, kiln dust, or cement, provided this is allowed by responsible
building department, Regardless of the method of drying, the earthwork process will be slowed
dramatically. The earthwork contractor must be prepared to rework areas that don't achieve
proper compaction due to high moisture content. Utility trench backfill in structural areas, such
as pavements, must also be dried before it can be adequately compacted. Improper
compaction of backfill in utility trenches and around control structures is a common reason for
GEOTECH CONSULTANTS, INC.
Dick's Drive -In
February 10, 2011
JN 11016
Page 11
pavement distress and failures. Imported granular fill will be needed wherever it is not possible
to dry the on. -site soils sufficiently before compaction.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our exploration and assume that the soil and groundwater conditions
encountered in the test borings are representative of subsurface conditions on the site. If the
subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations -where necessary, Unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully anticipated by merely taking soil
samples in test borings, Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures to attain a properly
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of Dick's Drive -Ins, LTD, and its
representatives, for specific application to this project and site. Our recommendations and
conclusions are based on observed site materials, and selective laboratory testing and engineering
analyses. Our. conclusions and recommendations are professional opinions derived in accordance
with current standards of practice within the scope of our services and within budget and time
constraints. No warranty is expressed or implied. The scope of our services does not include
services related to construction safety precautions, and our recommendations are not intended to
direct the contractor's methods, techniques, sequences, or procedures, except as specifically
described in our report for consideration in design. Our services also do not Include assessing or
minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi in either
the existing or proposed site development.
ADDITIONAL SERVICES
In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide
geotechnical consultation, testing, and. observation services during construction. This is to confirm
that subsurface conditions are consistent with those indicated by our exploration, to evaluate
whether earthwork and foundation construction activities comply with the general intent of the
recommendations presented in this report, and to provide suggestions for design changes in the
event subsurface conditions differ from those anticipated prior to the start of construction.
However, our work would not include the supervision or direction of the actual work of the
contractorand its employees or agents. Also, job and site safety, and dimensional measurements,
will be the responsibility of the contractor.
During the construction phase, we will provide geotechnical observation and testing services when
requested by you or your representatives, Please be aware that we can only document site work
we actually observe. It Is still the responsibility of your contractor or on -site construction team to
verify that our recommendations are being followed, whether we are present at the site or not.
GEOTECH CONSULTANTS, INC.
Dick's Drive -In
February 10, 2011
The following plates are attached to complete this report:
PI ate I Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 thru 4 Test Boring Logs
Plate 5 TypIca I Footing Drain Detail
JN 11016
Page 12
We appreciate the opportunity to be of service on this project. If you -have any questions, or if we
may be.of further service, please do not hesitate to contact us.
JLH/DRW: jyb
Respectfully submitted
e
GEOTECHANe6�
, INC.
N��Dh I
D. Robert Ward, P. E.
Pdncipal
GEOTECH CONSULTANTS, INC.
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GEOTECH
CONSUIXANTS, INC.
SITE EXPLORATION PLAN
21984 State Route 99
Edmonds, Washington
Job Alb:
Date.
plate.
111016
1 Jan. 2011
1
1 2
5
10
15
5
10
15
26
82
(11 �-)
65
50
(6")
11
00 %z
BORING 1
Description
14-inches of asphalt concrete over
Brown SAND with gravel, medium grained, moist, medium dense
111 FILL (Structural FILL)
2.1 -becomes very dense
Light gray silty SAND with gravel, molst, very dense
3 1 -gravel lense
4
* Test boring was terminated at 11.5 feet on January 26, 2011.
* No groundwater was encountered during drilling.
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A�
50
(6")
50
60
BORING 2
Description
4-inches of asphalt concrete over
Light gray, slightly silly SAND with gravel, medium grained,.moist, very
dense
3
* Test boring was terminated on 11.5 feet on January 26, 2011.
* No groundwater was encountered during drilling.
GEOTECH
CONSULTANTS, INC.
TEST BOWNG LOG
21984 State Route 99
Edmonds, Washington
Job
Date.
Logged by:
Plate:
11016
1 Jan.2011
I JLH
i 3
1 5
M111
15
I I 1 111:1114.11
50
(511)
50
(511)
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(5")
11
2
3
BORING 3
Description
4-Inches of asphalt concrete over
Light gray, slightly silty SAND with gravel, fine to medium grained, moist,
very dense
Test boring was terminated on January 26,- 2011 at 11.5 feet.
No groundwater was encount ered during drilling.
GEOTECH
CONSULTANTS, INC.
TEST BORING LOG
21984 State Route 99
Edmonds, Washington
Job Date., Logged by: Plate:
11016 1 Jan. 2011 1 AH 1 4
Slope backfill away from ,
foundation. Provide surface
drains where necessary.
.. Backfill
(See text for
requirements)
Nonwoven Geotextile
Filter Fabric
Washed Rock
(7/8" min. size)
4" min.
Tightline Roof Drain
(Do not connect to footing drain)
Possible Slab
00 00 ?�p 0'0 forp 1.0
4" Perforated Hard PVC Pipe
(Invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate outfall.
Place holes downward.)
Vapor Retarder/Barrier and
Capillary Break/Drainage Layer
(Refer to Report text)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for additional drainage, waterproofing, and slab considerations.
GEOTECH
CONSULTANTS, INC.
FOOTING DRAIN DETAIL
21984 State Route 99
Edmonds, Washington
Job A/0. Date. Plate: 5
11016 1 Jan. 2011 1 1
?-(G�K- ST i�W-
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Va-kk S-Mt-�FT Sv)
0 55 110 220 330 440 550
Storm Manholes — Contour 2ft smoothed T!T Feet
m Storm Catch'BasiFs-j Edmond-s-P-arcels-2010-03 1 in= 200ft
Storm Pipes No warranty of any sort, including accuracy� fitness, or merchant ability
is
accompany thi duct.
DITCH -CREEK MrR
-Dow 1,,�T r1t VMMACAT, COUP -SE
Stormwater Site Plan
Dicles Drive In
I Igo March 31, 2011
engineenn P
APkNDIX D
Operations and Maintenance Recommendations
No. 5 — Catch Basins
Maintenance
Defect
Conditions When Maintenance is Needed
Resulf1i Expected When
Component
Maintenance is
pirfo�6dl
General
Trash &
Debris
Trash or debris which is located immediately
in front of the catch basin opening or is
blocking inletting capacity of the basin by
No Trash or debris located
immedi ' ately in front of
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 o ' utlet pipe
blocking more than 1/3 of its height.
Inlet and outlet pipes free
of trash or debris.
Dead animals or vegetation that could
generate odors that could cause complaints
or dangerous gases (e.g., methane).
No dead animals or
vegetation present within
the catch basin.
Sediment
Sediment (in the basin) that exceeds 60
percent of the sump depth as measured from
No sediment in the 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 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 sifting flush on top slab, i.e.,
separation of more than 3/4 inch of the frame
from the top slab. Frame not securely
Frame is sifting flush on
the riser rings or top slab
and firmly attached.
attached
Fractures or
Cracksin
Maintenance person judges that structure is
unsound.
Basin replaced or repaired
to design standards.
Basin Walls/
Bottom
Grout fillet has separated or cracked wider
than 1/2 inch and longer than 1 foot at the
Pipe is regrouted and
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 blocki ng more
than 10% of the basin opening.
No vegetation blocking
opening to basin.
Vegetation growing in inlettoutlet 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 Februafy 2005
No. 5 — Catch Basins
Maintenance
Component
Defect
Conditions When Maintenance is Needed ,
Results Expected When
Maintenance is
performed
Contamination
and Pollution
See "Detention Ponds" (No. 1).
No pollution present.
Catch Basin
Cover
Cover Not in
Place
Cover is missing or only partially in place.
Any open catch basin requires maintenance.
Catch basin cover is
closed
Locking
Mechanism
Not Working
Mechanism cannot be opened by one
maintenance person with proper tools. Bolts
into frame have less than 1/2 inch of thread.
Mechanism opens with
proper tools.
Cover Difficult
to Remove
One maintenance person cannot remove lid
after applying normal lifting pressure.
Cover can be removed by
one maintenance person.
(intent is keep cover from sealing off access
to maintenance.)
Ladder
Ladder Rungs
Unsafe
Ladder is unsafe due to missing rungs, not
securely -attached to basin wall,
misalignment, rust, cracks, or sharp edges.
Ladder meets design
standards and allows
maintenance person safe
access.
Metal Grates
(if Applicable)
Grate opening
Unsafe
Grate with opening wider than 7/8 inch.
Grate opening meets
design standards.
Trash and
Debris
Trash and debris that is blocking more than
20% of grate surface inletting capacity.
Grate free of trash and
debris.
D�amaged or
Missing.
MIssi g.
F
Grate missing or broken member(s) of the
grate. I
Grate is in place and
meets design standards.
-j
No. 6 — Debris Barriers (e.g., Trash Racks)
Maintenance
Components
Defect
Condition When Maintenance is
Needed
Results Expected When
Maintenance is Performed
General
Trash and
Debris
Trash or debris that is plugging more
than 20% of the openings in the barrier.
Barrier cleared.to design flow
capacity.
Metal
Damaged/
Missing
Bars are bent out of shape more than 3
inches.
Bars in place with no bends more
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%
deterioration to any part of barrier.
Barrier replaced or repaired to
design standards.
InlettOutlet
Pipe
Debris barrier missing or not attached to
pipe
Barrier firmly attached to pipe
Februafy 2005 Volume V — Runoff Treatment BMPs 4-37
I
An appropriate sediment control device should be used to treat any sediment -laden
water discharged from an under -drain (Low Impact Development Center, 2004).
Sediment Control
Erosion and sediment problems are most difficult during clearing, grading, and
construction; accordingly, minimizing site disturbance to the greatest extent
practicable is the most effective sediment control. Bioretention facilities should not
be used as sediment control facilities and all drainage should be directed away from
bioretention facilities after initial rough grading. Flow can be directed away from
the facility with temporary diversion swales or other approved protection (Prince
George's County, 2002). Bioretention facilities should not be constructed until all
contributing drainage areas are stabilized according to erosion and sediment control
BUTs and to the satisfaction of the engineer. Erosion and sediment control practices
must be inspected and maintained on a regular basis. If deposition of fines occurs in
the bioretention area, material should be removed*and the surface scarified to the
satisfaction of the project engineer (Prince George's County, 2002).
6.1.3 Maintenance
Bioretention areas require annual plant, soil, and mulch layer maintenance to
ensure optimum infiltration, storage, and pollutant removal capabilities. In general,
bioretention maintenance requirements are typical landscape care procedures and
include:
Watering. Plants should be selected to be drought tolerant and not require
watering after establishment (2 to 3 years). Watering may be required during
prolonged dry periods after plants are established.
Erosion control. Inspect flow entrances, ponding area, and surface overflow
areas periodically, and replace soil, plant material, and/or mulch layer in
areas if. erosion has occurred. Properly designed facilities'with appropriate
flow velocities should not have erosion problems except perhaps in extreme
events. If erosion problems occur the following should be reassessed: (1) flow
volumes from contributing areas and bioretention cell sizing-, (2) flow velocities
and gradients within the cell; and (3) flow dissipation an ' d erosion protection
strategies in the pretreatment area and flow entrance. If sediment is deposited in
the bioretention area, immediately determine the source within the contributing
area, stabilize, and remove excess surface deposits.
Plant mat eriak Depending on aesthetic requirements, occasional pruning and
removing dead plant material may be necessary. Replace all dead plants and
if specific plants have a high mortality Tate, assess the cause and replace with
appropriate species. Periodic weeding is necessary until plants are established.
T'he weeding schedule should become less frequent if the appropriate plant
species and planting density have been used and, as a result, undesirable plants
excluded.
Nutrient and pesticides: 'ne soil mix and plants are selected for optimum
fertility, plant establishment, and growth. Nutrient and pesticide inputs should
not be required and may degrade the pollutant processing capability of the
bioretention area, as well as contribute pollutant loads to receiving waters.
By design, bioretention facilities are located in areas where phosphorous and
nitrogen levels are often elevated and these should not be limiting nutrients. If
in question, have soil analyzed for fertility.
84 - LID Technical Guidance Manual for Puget Sound
Mulck- Replace mulch annually in bioretention facilities where heavy metal
deposition is likely (e.g., contributing areas that include parking lots and roads).
.In residential lots or other areas where metal deposition is not a'concem,
replace or add mulch as needed to maintain a 2 to 3 inch depth at least once
every two years.
Soil. Soil mixes for bioretention facilities are designed to maintain long-term
fertility and pollutant processing capability.'Estimates from metal attenuation
.research suggest that metal accumulation should not present an environmental
concern for at least 20 years in bioretention systems (See Performance section
below ). Replacing mulch in bioretention facilities where heavy metal deposition
is likely proAdes an additional level of protection for prolonged performance. If
in question, have soil analyzed for fertility and pollutant levels.
6.1.4 Performance
Pollutant removal processes in bioretention
All primary pathways for removing pollutants from storm flows are active in
bioretention'systems. Schueler and Clayton (1996) list the following as the primary
pathways:
• Sedimentation is the settling of particulates (not effective for removing soluble
components). Sedimentation occurs in the pretreatment (if provided) and
ponding area of the facility.
• Filtration is the physical straining of particulates (not an effective mechanism
for removing soluble components). Some filtration occurs in the ponding area
as stormwater moves through plants, but the soil is the primary filtering media.
Pitt et al., (1995) report that 90 percent of small particles commonly found in
urban storm flows (6 to 41 microns) can be trapped by an 18-inch layer of sand.
Tl-.ds level of performance can be anticipated for bioretention soils typically high
in sand content.
• Adsorption is the binding of ions and molecules to electrostatic receptor sites on
the filter media particles. This is the primary mechanism for removing soluble
nutrients, metals, and organics that occur in the soil of bioretention areas as
storm flows infiltrate. Adsorption increases with increased organic matter, clay,
and a neutral to slightly alkaline pH.
• Infiltration is the downward movement of surface water to interstitial soil water.
This process initiates adsorption, microbial action, etc., for pollutant removal.
• Phytoremediation processes include degradation, extraction by the plant,
containment within the plant (assimilation) or a combination of these
mechanisms (USEPA, 2000). Studies have shown that vegetated soils are
capable of more effective degradation, removal, and mineralization of total
petroleum hydrocarbons ('17PBs), polycy.chc aromatic hydrocarbons (PAHs),
pesticides, chlorinated solvents, and surfactants than are non -vegetated
soils (USEPA, 2000). Certain plant roots can absorb or immobilize metal
pollutants, including cadmium, copper, nickel, zinc, lead, and chromium,
while other species are capable of metabolizing or accumulating organic and
nutrient contaminants. A University of Maryland study found significant metal
accumulation in creepingjuniper plants in pilot -scale bioretention cells. Copper
increased by a factor of 6.3, lead by a factor of 77, and zinc by a facto ' r of
8.1 in the tissue of junipers after receiving synthetic stormwater applications
compared to pre -application tissue samples (Davis, Shokouhian, Sharma,
Practices: Bioretention Areas - 85
.4
r
OEOTECH
CONSULTANTS, INC.
Dick's Drive-ins, LTD
4426 — 2nd Avenue Northeast
Seattle, Washington 98105
Attention: Ken Frazier
Subject: Transmittal Letter — Geotechnical Engineering Study
Proposed Dick's Drive-in Restaurant
21984 State Route 99
Edmonds, Washington
Dear Mr. Frazier:
13256 Northeast 20th Street, Suite 16
Bellevue, Washington 98005
(425) 747-5618 FAX (425) 747-8561
February 10, 2011
JN 11016
via emaY ken@ddir, com
We are pleased to present this geotechnical engineering report for the proposed new Dick's Drive -
In Restaurant to be constructed In Edmonds, Washington. The scope of our services consisted of
exploring site surface and subsurface conditions, and then developing this report to provide
recommendations for general earthwork and design criteria for building foundations and retaining
walls. This work was authorized by your acceptance of our proposal, P-8091, dated January 11,
2011.
The attached report contains a discussion of the study and our recommendabons. Please contact
us if there are any questions regarding this report, or for further assistance during the design and
construction phases of this project.
JLH/DRW: jyb
G
D-. Roberf Ward., P. E.
Principal
GEOTECH CONSULTANTS, INC.
I
TANTS, I NC.
RECEIVED
FEB 14 20 11
DEVRDPMENT SERVICES CTR.
CITY OF EDMONDS
STREET FILE
I
GEOTECHNICAL ENGINEERING STUDY
Proposed Dick's Drive -In
21984 State Route 99
Edmonds, Washington
This report presents the findings and recommendations of our geotechnlcal engineering study for
the site of the proposed new Dick's Drive -In Restaurant to be located In Edmonds.
We were provided with a preliminary site. plan. LPD Engineering, PLLC developed the site plan,
which Is dated November 30, 2010. Based on this plan and conversations with the project design
team, we understand that the proposed project will consist of constructing a one-story commercial
building In the northeastern corner of the existing parking lot, which is currently used by the. Top
Foods grocery store. This restaurant building site is planned to be constructed near to, just below
the existing site grades, requiring only minimal excavation work. Notablyi the new building will be
located near an existing, below grade stormwater detention vault. The eastern wall of the new
building is planned to be constructed about 1.5 feet west of the western vault wall.
If the scope of the project changes 'from what we have described above, we should be provided
with revised plans In order to determine if modifications to the recommendations and conclusions of
this report are warranted.
SITE CONDITIONS
SURFACE
The Vicinity Map, Plate 1, illustrates the general location of the site In Edmonds. The Top Food
facility site Is located on the northeastern side of the intersection at State Highway 99- and 220th
Street Southwest. The proposed Dick's Drive-in building and parking will be located in the
northeastern corner of the existing facility where 6 parking lot currently exists. The existing parking
lot in this area Is relatively level, sloping gently down to the east. The overall elevation change
across the project site Is approximately 5 feet over about. 100 feet horizontally. The plans we
received Indicate that the vault slab is at elevation 350.5 feet.
SUBSURFACE .
The subsurface conditions were explored. by drilling three test borings at the approximate locations
shown on the Site Exploration Plan, Plate 2. Our exploration program was based on the proposed
construction, anticipated subsurface conditions and those encountered during exploration, and the
scope of work outlined in our proposal.
The borings were drilled on January 26, 2011 using a truck -mounted, hollow -stem auger drill.
Samples were taken at 5-foot Intervals with a standard penetration sampler. This split -spoon
sampler, which has a 2-inch outside diameter, is driven Into the soil with a 140-pound hammer
falling 30 Inches. The number of blows required to advance the sampler a given distance is an
Indication of the soil density or consistency. A geotechnical engineer from our staff observed the
drilling process, logged the test borings, and obtained representative samples of the soil
encountered. The Test Boring Logs are attached as Plates 3 through 4.
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Soil Conditions
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The native silty sand was very dense beneath the existing pavement in the two test borings
drilled away from the stormwater vault. However, Test Boring 1, conducted approximately
4.0 feet east of the western foundation wall of the detention vault at this location revealed
approximately 6 feet of medium -dense to dense, sandy gravel fill. The fill appeared well
compacted as structural fill. Beneath the previously placed structural fill, the dense to very
dense silty sand soils were encountered. These dense native soils were encountered to the
maximum depth explored of 11.5 feet.
These silty sands were also found In the soils investigation performed by Terra Associates
for the previous development of the Top Foods grocery store, Based on our review of the
Top Foods grocery store construction documents, the area proposed for the new Dick's
Drive-in was likely excavated to reach the existing grades during previous parking lot
constructJon.
No obstructions were revealed by our explorations. However, debris, buried utilities, and old
foundation and slab elements are commonly encountered on sites that have had previous
development.
Grounctwater Conditions
No groundwater -seepage was observed in our explorations. The test borings were left open
for only a- short time period. Therefore, the seepage levels on the logs represent the
locabon of transient water seepage and may not indicate the static groundwater level.
Groundwater levels encountered during drilling can be deceptive, because seepage into the
boring can be blocked or slowed by the auger itself.
It should be noted that groundwater levels vary seasonally with rainfall and other factors. it
Is possible that groundwater could be found perched on dense native soil.
The stratification lines on the logs represent the approximate boundaries between soil. types at the
exploration locations. The actual transition between soil types may be gradual, and subsurface
conditions can vary between exploration locations. The logs provide specific subsurface
information only at the locations tested. The relative densities and moisture descriptions indicated
on the test boring logs are interpretive descriptions based on the conditions observed during
drilling,
CONCLUSIONS AND RECOMMENDATIONS
GENERAL
THIS SECTION CONTAINS A SUMMARY OF OUR STUDY AND FINDINGS FOR THE PURPOSES OF A
GENERAL OVERVIEW ONLY MORE SPECIFIC RECOMMENDATIONS AND CONCLUSIONS ARE
CONTAINED IN THE REMAINDER OF THIS REPORT ANY PARTY RELYING ON THIS REPORT SHOULD
RE4D THE ENTIRE DOCUMENT.
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The two test borings conducted for this study located outside of the existing stormwater vault area
encountered very dense native silty sands with some gravel beneath the existing asphalt parking
lot. The test boring drilled near the vault revealed medium -dense to dense structural fill overlying
the dense to very dense native soil. The structural fill and the dense native soils are very well
suited for foundation support. Conventional footings can be used for the building foundations.
The most considerable geotechnical engineering concern of this project is the construction of the
new building foundation near the existing detention vault. The proposed location of the eastern
building wall Is 1.5 feet to 2 feet west of the western wall of the existing stormwater detention vault.
The structural backfill encountered In the test boring near the existing stormwater vault could
support the new building loads with minimal differential settlement, but theeastern foundations will
impose additional surcharge loads on the walls of the detention vault. If the existing vault
foundation walls cannot support any additional surcharge loads, the new foundation loads should
be lowered to elevation 352.5 feet, about 2 feet above the vault stab. The most economical
method for lowering the foundation loads would be to excavate a trench to elevation 352.5 feet and
backfilling the trench with lean mix concrete up to the design footing grade. The depth of the
foundation load may be raised to higher -elevation depending -on the structural analysis of the
existing vault wall and its lateral capacity.
The native silty sand is very dense at shallow depths. Beneath the existing ground surface
contains a high slit content, and has very low permeability. It is unlikely that stormwater would
infiltrate into these native soils.
The drainage and/or waterproofing recommendations presented In this report are intended only to
prevent active seepage from flowing through concrete walls:or slabs. Even In the absence of active
seepage into -and beneath structures, water vapor can migrate through walls, slabs, and floors from
the surrounding soil, and can even be transmitted from slabs and foundation walls due to the
concrete curing process. Water vapor also results from occupant uses, such as cooking and
bathing. Excessive water vapor trapped Within structures can result in a variety of undesirable
conditions, including, but not limited to, moisture problems with flooring systems, excessively moist
air within occupied areas, and the growth of molds, fungi, and other biological organisms that may
be harmful to the health of the occupants. The designer or architect must consider the potential
vapor sources and likely occupant uses, and provide sufficient ventilation, either passive or
mechanical, to prevent a build up of excessive water vapor within the planned structure.
Geotech Consultants, Inc. should be allowed to review the final development plans to verify that the
recommendations presented In this report are adequately addressed In the design. Such a plan
review would be additional work beyond the current scope of work for this study, and it may Include
revisions to our recommendations to accommodate site, development, and geotechnical
constraints that become more evident during the review process.
We recommend Including this report, In Its entirety, In the project contract documents. This report
should also be provided to any future property owners so they will be aware of our findings and
recommendations.
SEISMIC CONSIDERATIONS
In accordance with Table 1613.5.2 of the 2006 and 2009 International Building Code (IBC), the site
class within 100 feet of the ground surface is best represented by Site Class Type, C (Very Dense
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Soil and Soft Rock). As noted In the USGS website, the mapped spectral acceleration value for a
0.2 second (S,) and 1.0 second period (Si) equals 1.2g and 0.4g, respectively. The site soils are
not susceptible to seismic liquefaction because of their dense nature and the absence of near -
surface groundwater.
The International Building Code (IBC) states that a site -specific seismic study need not be
performed provided that the peak ground acceleration be equal to SDs/2.5, where SDS is determined
in Section 21.2.1 of ASCE 7. Section 21.2.1 indicates that Section 11.4.7 of ASCE 7 should be
used. In Equation 11.4-3 it Is noted that SDS is equal to 2/3Sms. Based on Equation 11.4-1, Sms
equals F. times Ss, where F, is determined in Table 11.4-1. For our site, F. = 1.0. Thus, the peak
ground acceleration = 0.32g.
CONVENTIONAL FOUNDATIONS
As discussed eadler, if no surcharge loads can be imposed on the vault, the foundation along the
eastern building wall should be constructed On lean -mix concrete that extends approximately to
elevation 352.5 feet. The base of the excavations needed where lean -mix concrete is to be placed
should extend 6 Inches beyond the edges of the footing, and the subgrade should be cleared of
any loose or compressible matedal. The overexcavation should be backfilled with. lean -mix
concrete within a few hours prior to completing the excavations to reduce the chance of sloughing
or caving of the excavations.
The remaining foundation portions of the proposed structure can be supported on conventional
continuous and spread footings bearing on undisturbed, very dense native soil. We recommend
that the continuous and individual spread footings have minimum widths of 12 and 16 inches,
respectively. Exterior footings should also be bottomed at least 18 inches below the lowest
adjacent finish ground surface for protection against frost and erosion. The local building codes
should be reviewed to determine if different footing widths or embedment depths are required.
Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete. Depending
upon site and equipment constraints, this may require removing the disturbed soil by hand.
An allowable bearing pressure of 4,000 pounds per square foot (psf) is appropriate for footings
supported on competent native soil or lean mix concrete placed atop this native soil. A one-third
Increase in this design bearing pressure may be used when considering short-term wind or seismic
loads. For the above design criteria, it is anticipated that the total post -construction settlement of
footings founded on competent native soil, will be about 0.25 Inch,. with differential settlements on
the order of less than one -half -inch in a distance of 50 feet along a continuous footing. with a
uniform load.
Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and
the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the
foundation. For the latter condition, the foundation must be either poured directly against relatively
level, undisturbed soil or be surrounded by level* structural fill. We recommend using the following
ultimate values for the foundation's resistance to lateral loading:
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I
Coefficient of Friction 0.50
Passive Earth Pressure �00 pef
Where: (1) pef Is pounds per cubic foot, and (11) passive earth
pressure Is computed using the equivalent fluid density.
If the ground In front of a foundation is loose or sloping, the passive earth pressure given above will
not be appropriate. We recommend maintaining a safety factor of at least 1.5 for the foundation's
resistance to lateral loading, when using the above ultimate values.
PERMANENT FOUNDATION AND RETAINING WALLS
Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures
imposed by the soil they retain. The following recommended parameters are for walls that restrain
level backfill:
Active Earth Pressure
35 pcf
Passive Earth Pressure
300 pcf
Coeffildent of Friction
0.50
Soil Unit Weight
145 pcf
Where: (1) pcf Is pounds per cubic foot and (11) active and
passive earth pressures are computed using the equivalent fluid
pressures.
* For a restrained wall that cannot deflect at least 0.002 times Its
height, a un1form lateral pressure equal to 10 psf times the height
of the wall should be added to the above active equivalent fluid
pressure.
The values given above are to be used to design only permanent foundation and retaining walls
that are to be backfilled, such as conventional walls constructed of reinforced concrete or masonry.
It is not appropriate to use the above earth pressures and soil unit weight to back -calculate soil
strength parameters for design of other types of retaining walls, such as soldier pile, reinforced
earth, modular or soil nail walls. We can assist with design of these types of walls, if desired. The
passive pressure given is appropriate for the depth of level structural fill placed in front of a
retaining or foundation wall only. The values for friction and passive resistance are ultimate values
and do not include a safety factor. We recommend a safety factor of at least 1.5 for overtuming
and sliding, when using the above values to design the walls. Restrained wall soil parameters
should be utilized for a distance of 1.5 times the wall height from corners or bends in the walls.
This Is intended to reduce the amount of cracking that can.occur where a wall is restrained by a
comer.
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The design values given above do not Include the effects of any hydrostatic pressures behind the
walls and assume that no surcharges, such as those caused by slopes, vehicles, or adjacent
foundations will be exerted on the walls. If these conditions exist, those pressures should be added
to the above lateral soil pressures. Where sloping backfill is desired behind the walls, we will need
to be given the wall dimensions and the slope of the backfill in order to provide the appropriate
design earth pressures. The surcharge due to traffic loads behind a wall can typically be
accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid
density. Heavy construction equipment should not be operated behind retaining and foundation
walls within a distance equal to the height of a wall, unless the walls are designed for the additional
lateral pressures resulting from the equipment.
Wall Pressures Due to Seismic Forces
The surcharge wall loads that could be imposed by the design earthquake can be modeled
by adding a uniform lateral pressure to the above-recom mended active pressure. The
recommended surcharge pressure is 7H pounds per square foot (psf), where H is the
design retention height of the wall. Using -this Increased pressure, the safety factor against
sliding and overturning can be reduced to 1.2 for the seismic analysis.
Retaining Wall BacktIll and Waterprootin
Backfill placed behind retaining or foundation walls should be coarse, free -draining
structural fill containing no organics. This backfill should contain no more than 5 percent silt
or clay particles and have no gravel greater than 4 inches in diameter. The percentage of
particles passing the No. 4 sieve should be between 25 and 70 percent. If the native silty
sand is used as backfill, a drainage composite similar to Miradrain 6000 should be placed
against the backfilled retaining walls. The drainage composites should be hydraulically
connected to the foundation drain system.. Free -draining backfill or gravel should be used
for the entire width of the backfill where seepage is encountered. For increased protection,
drainage composites should be placed along cut slope faces, and the walls should be
backfilled entirely with free-dratning soil. The later section entitled Drainage
Considerations should also be reviewed for recommendations related to subsurface
drainage behind foundation and retaining walls.
The purpose of these backfill requirements is to ensure. that the design criteria for a
retaining wall are not exceeded because of a build-up of hydrostatic pressure behind the
wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively
impermeable soil or topsoil, or the surface should be paved. The ground surface must also
slope away from backfilled. walls to reduce the potential for surface water to percolate Into
the backfill.
It Is critical that the wall backfill be placed in lifts and be properly compacted, in order for the
above -recommended design earth pressures to be appropriate. The wall design criteria
assume that the backfill will be well -compacted in lifts no thicker than 12 inches. The
compaction of backfill near the walls should be accomplished with hand -operated
equipment to prevent the walls from being overloaded by the higher soil forces that occur
during compaction. The section entitled General Earthwork and Structural Fill contains
additional recommendations regarding -the placement and compaction of structural fill
behind retaining and foundation walls.
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The above recommendations are not intended to waterproof below -grade walls, or to
prevent the formation of mold, mildew or fungi In interior spaces. Over time, the
performance of subsurface drainage systems can degrade, subsurface groundwater flow
patterns can change, and utilities can break or develop leaks. Therefore, waterproofing
should be provided where future seepage through the walls is not acceptable, This typically
includes limiting cold -joints and wall penetrations, and using bentonite panels or
membranes on the outside of the walls. There are a variety of different waterproofing
materials and systems, which should be Installed by an experienced contractor familiar with
the anticipated construction and subsurface conditions. Applying a thin coat of asphalt
emulsion to the outside face of a wall is not considered waterproofing, and will only help to
reduce moisture generated from water vapor or capillary action from seeping through the
concrete. As with any project, adequate ventilation of basement and crawl space areas is
Important to prevent a build up of water vapor that is commonly transmitted through
concrete walls from the surrounding so![, even when seepage is not present. This Is
appropriate even when waterproofing is applied to the outside of foundation and retaining
walls. We recommend that you contact a specialty consultant if detailed recommendations
or specifications related to waterproofing design, or minimizing the potential for infestations
of mold and mildew are desired.
The General, Slabs -On -Grade, and Drainage Considerations sections should ba
reviewed for additional recommendations related to the control of groundwater and excess
water vapor for the anticipated construction.
SLABS -ON -GRADE
The building floors can be constructed as slabs -on -grade atop the native. material, or on structural
fill placed atop the native soils. The subgrade soil must be in a firm, non -yielding condition at the
time of slab construction or underslab fill placement. Any soft areas encountered should be
excavated and replaced with select, Imported structural fill.
Even where the exposed soils appear dry, water vapor will tend to naturally migrate upward through
the soil to the new constructed Space above It. This can affect moisture -sensitive flooring, cause
imperfections or damage to the slab, or simply allow excessive water vapor into the space above
the slab. All interior slabs -on -grade should be underlain by a capillary break or -drainage layer
consisting of a minimum 4-inch thickness of gravel or crushed rock that has a fines content
(percent passing the No. 200 sieve) of less than 3 percent and a sand content (percent passing the
No. 4 sieve) of no more than 10 percent. As noted by the American Concrete Institute (ACI) in the
Guides for Concrete Floor and Slab Structures, proper moisture protection is desirable immediately
below any on -grade slab that will be covered by tile, wood, carpet, impermeable floor coverings, or
any moisture-sensltive equipment or products. ACI also notes that vapor retarders, such as 6-mil
plastic sheeting, have been used in the past, but are now recommending a minimum 10-mil
thickness. A vapor retarder is defined as a material with a permeance of less than 0.3 perms, as
determined by ASTM E 96. It is possible that concrete admixtures may meet this specification,
although the manufacturers of the admixtures should be consulted. Where vapor retarders are
used under slabs, their edges should overlap by at least 6 inches and be sealed with adhesive
tape. The sheeting should extend to the foundation walls for maximum vapor protection. If no
potential for vapor passage through tha slab is desired, a vapor barrier should be used. A vapor
barrier, as defined by ACI, is a product with a water transmission rate of 0.01 perms when tested in
accordance with ASTM E 96. Reinforced membranes having sealed overlaps can meet this
requirement.
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In the recent past, ACI (Section 4.1.5) recommended that a minimum of 4 inches of well -graded
compactable granular material, such as a 5/8-inch-minus crushed rock pavement base, be placed
over the vapor retarder or barrier for their protection, and as a "blotter" to aid in the curing of the
concrete slab. Sand was not recommended by ACI for this purpose. However, the use of material
over the vapor retarder Is controversial as noted in current ACI literature because of the potential
that the protection/blofter material can become wet between the time of its placement and the
Installation of the slab. If the material is wet prior to slab placement, which is always possible in the
Puget Sound area, it could cause vapor transmission to occur up through the slab in the future,
essentially destroying the purpose of the vapor barriedretarder, Therefore, if there is a potential
that the protection/blotter material will become wet before the slab is installed, ACI now
recommends that no protection/blofter material be used. However, ACI then recommends that,
because there Is a potential for slab cure due to the loss of the blotter material, joint spacing in the
slab be reduced, a low shrinkage concrete mixture be used, and "other measures" (steel
reinforcing, etc.) be used. ASTM E-1643-98 "Standard Practice for Installation of Water Vapor
Retarders Used In Contact with Earth or Granular Fill Under Concrete Slabs" generally agrees with
the recent ACI literature,
We recommend that the contractor, the project materials engineer, and the owner discuss these
issues and review recent ACI literature and ASTM E-1643 for installation guidelines and guidance
on the use of the protection/blotter material.
The General, Permanent Foundation and Retaining Walls, and Drainage Considerations
sections should be reviewed for additional recommendations related to the control of groundwater
and excess water vapor for the anticipated construction.
EKCAVATIONS AND SLOPES
No excavated slopes are anticipated other than for utility trenches. Excavation slopes should not
exceed the limits specified'in local, -state, and national government safety regulations. Temporary
cuts to a depth of about 4 feet may be attempted vertically In unsaturated soil, if there are no
indications of slope Instability. However, vertical cuts should not be made near property
boundaries, or existing utilities and structures. Based upon Washington Administrative Code
(WAC) 296, Part N, the soil at the subject site would generally be classified as Type A. Therefore,
temporary cut slopes greater than 4 feet in height. should not. be excavated at an Inclination steeper
than 0.75:1 (Horizontal:Vertical), extending continuously between -the top and the bottom of a cut.
The above -recommended temporary slope Inclination Is based on the conditions exposed in our
explorations, and on what has been successful at other sites with similar soil conditions. It Is
possible that. variations In soil and groundwater conditions will require modifications to the
inclination at which temporary slopes can stand. Temporary cuts are those that will remain
unsupported for a relatively short duration to allow for the construction of foundations, retaining
walls, or utilities. Temporary cut slopes should be protected vAth plastic sheeting during wet
weather. It Is also important that surface water be directed away from temporary slope cuts. The
cut slopes should also be backfilled or retained as soon as possible to reduce the potential for
instability. Please note that sand loose soil can cave suddenly and without warning. Excavation,
foundation, and utility contractors should be made especially aware of this potential danger. These
recommendations may need to be modified if the area near the potential cuts has been disturbed In
the past by utility Installation, or if settlement -sensitive utilities are located nearby.
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DRAINAGE CONSIDERATIONS
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Foundation drains should be used where (1) crawl spaces or basements will be below a structure,
(2) a slab Is below the outside grade, or (3) the outside grade does not slope downward from a
building. Drains should also be placed at the base of all earth -retaining walls. These drains should
be surrounded by at least 6 inches of I - inch -minus, washed rock and then wrapped In non -woven,
geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a
perforated pipe invert should be at least 6 inches below the bottom of a slab floor or the level of a
crawl space, and it should be sloped for drainage. All roof and surface water drains must be kept
separate from the foundation drain system. A typical drain detail Is attached to this report as Plate
5. For the best long-term performance, perforated PVC pipe is recommended for all'subsurface
drains,
As a minimum, a vapor retarder, as defined in the Slabs -On -Grade section, should be provided In
any crawl space area to limit the transmission of water vapor from the. underlying soils. Also,. an
outlet drain Is recommended for all crawl spaces to prevent a build up of any water that may
bypass the footing drains.
No groundwater was observed during our field work. If seepage is encountered in an excavation, it.
should be drained from the site by directing It through drainage ditches, perforated pipe, or French
drains, or by pumping it from sumps Interconnected by shallow connector trenches at the bottom of
the excavation.
The excavation and site should be graded so that surface water Is directed off the site and away
from the tops of slopes. Water should not be allowed to stand in any area where foundations,
slabs, or pavements are to be constructed. FInal site grading in areas adjacent to a building should
slope away at least 2 percent, except where the area is paved. Surface drains should be provided
where necessary to preventponding of water behind foundation or retaining walls.
GENERAL EARTHINORK AND STRUCTVRAL FILL
All building areas -should be stripped of existing asphalt pavements and any, topsoil, organic soil,
and other deleterious material. The stripped or removed materials should not be mixed with any
materials to be used as structural fill.
Structural fill Is defined as any fill, including utility backfill, placed under, or close to, a building,
behind permanent retaining or foundation walls, or in other areas where the underlying soil needs
to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or
near, the optimum moisture content. The optimum moisture content is that moisture content that
results in the greatest compacted dry density. The moisture content of fill is very important and
must be closely controlled during the filling and compaction process.
The allowable thickness of the fiR lift will depend on the material type selected, the compaction
equipment used, and the number of passes made to compact the lift. The. loose lift thickness
should not exceed 12 Inches. We recommend testing the fill as it is placed. If the fill is not
sufficiently compacted, It can be recompacted before another lift is placed. This eliminates the
need to remove the fill to achieve the required compaction. The following table presents
recommended relative compactions for structural fill:
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Beneath footings, slabs 96%
or walkways I
Filled slopes and behind 90%
retainin-a walls I
95% for upper 12 Inches oi
Beneath pavements I subgrade; 90% below that
Where: Minimum Relative Compaction Is the ratio, expressed In
percentages, of the compacted dry density to the maximum dry
density, as determined In accordance with ASTM Test
Designation D 1557-91 (Modified Proctor).
Use of On -Site Sol/
If grading- activities take place during wet weather, or when the silty, on -site soil is wet, site
preparation costs may be higher because of delays due to rain and the potential need to
import granular fill. The on -site soil is generally silty and therefore moisture sensitive.
Grading operations Will be difficult during wet weather, or when the moisture content of this
soil exceeds the optimum moisture content.
The moisture content of the silty, on -site soil must be at, or near, the optimum moisture
content, as the soil cannot be consistently compacted to the required density when the
moisture content is significantly greater than optimum. The on -site silty sand underlying the
existing pavement could be used as structural fill, if grading operations are conducted
during hot, dry weather, when drying the wetter soil by aeration is possible. During
-excessively dry weather, however, It may be necessary to add water to achieve the optimum
moisture content.
Moisture -sensitive soil may also be susceptible to excessive softening and "pumping" from
construction equipment, or even foot traffic, when the moisture content is greater than the
optimum moisture content. It may be beneficial to protect subgrades with a layer of
imported sand or crushed rock to limit disturbance from traffic.
A significant geotechnical consideration for development of this site is the overly moist to wet
condition of the silty soils. Based on our observations, and the results of our laboratory tests,
the moisture contents of the on -site soils are significantly above the optimum moisture content
necessary for the required structural fill compaction. These. fine-grained, silty soils are sensitive
to moisture, which makes them impossible to adequately compact when -they have moisture
contents even 2 to 3 percent above their optimum moisture content. The reuse of these soils
as structural fill to level the site will only be successful during hot, dry weather. Aeration of each
loose lift of soil will be required to dry it before the lift is compacted. Alternatively, the soil could
be chemically dried by adding lime, kiln dust, or cement, provided this is allowed by responsible
building department. Regardless of the method of drying, the earthwork process will be slowed
dramatically. The earthwork contractor must be prepared to rework areas that don't achieve
proper compaction due to high moisture content. Utility trench backfill In structural areas, such
as pavements, must also be dried before it can be adequately compacted, Improper
compaction of backfill In utility trenches and around control structures is a common reason for
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pavement distress and failures. Imported granular fill will be needed wherever it is not possible
to dry the on -site soils sufficiently before compaction.
LIMITATIONS
The conclusions and recommendations contained in this report are based on site conditions as
they existed at the time of our exploration and assume that the soil and groundwater conditions
encountered In the test borings are representative of subsurface conditions on the site. If the
subsurface conditions encountered during construction are significantly different from those
observed in our explorations, we should be advised at once so that we can review these conditions
and reconsider our recommendations where necessary.. Unanticipated soil conditions are
commonly encountered on construction sites and cannot be fully anticipated by merely taking soil
samples In test borings. Subsurface conditions can also vary between exploration locations. Such
unexpected conditions frequently require making additional expenditures to attain a property
constructed project. It is recommended that the owner consider providing a contingency fund to
accommodate such potential extra costs and risks. This is a standard recommendation for all
projects.
This report has been prepared for the exclusive use of Dick's Drive -Ins, LTD, and Its
representatives, for specific application to this project and site. Our recommendations and
conclusions are based on observed site materials, and selective laboratory testing and engineering
analyses. Our conclusions and recommendations are professional opinions derived in accordance
with current standards of practice within the scope of our services and. within budget and time
constraints. No warranty is expressed or Implied. 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. Our services also do not Include assessing or
minimizing the potential for biological hazards, such as mold, bacteria, mildew and fungi* in either
the existing or proposed site development.
ADDITIONAL SERWCES
In addition to reviewing the final plans, Geotech Consultants, Inc. should be retained to provide
geotechnical consultation, testing, and observation services during construction. This is to confirm
that subsurface conditions are consistent with those indicated by our exploration, to evaluate
whether earthwork and foundation construction activities comply with the general intent of the
recommendations presented in this report, and to provide suggestions for design changes In the
event subsurface conditions differ from those anticipated prior to the start of construction.
However, our work would not include the supervision or direction of the actual work of the
contractor and its employees or agents. Also, job and site safety, and dimensional measurements,
will be the responsibility of the contractor.
During the construction phase, we will provide geotechnical observation and testing services when
requested by you or your representatives. Please be aware that we can only document site work
we actually observe. It Is still the responsibility of your contractor or On -site construction team to
verify that our recommendations are being followed, whether we are present at the site or not.
GEOTECH CONSULTANTS, INC,
Dick's Drive -In JN 11016
February 10, 2011 Page 12
The following plates are attached to complete this report:
Plate 1 Vicinity Map
Plate 2 Site Exploration Plan
Plates 3 thru 4 Test Boring Logs
Plate 5 Typical Footing Drain Detail
We appreciate the opportunity to be of service on this project. If you have any questions, or if we
may be of further service, please do not hesitate to contact us.
JLH/DRW: jyb
Respectfully subm
D. Robert Ward, P.E.
Principal
GEOTECH CONSULTANTS, INC.
INC.
fact on
4
4p I f M-B-2
-L f
Y,N*
'�-Proposecl Location of vp
New Building f
f
Existing 8�toirnw,ater
Detention Vault
Lenend:
0 Test boring looatlon
GEOTECH
CIONSULTAWS, INC.
WA
SUE EXPLORATION PLAN
21984 State Route 99
Edmonds, Washington
Job NO. Date: Plato.,
1101.6 1 Jan. 2011 1 1 2
5
10
15
A
ol 4P
5
10
is
26
82
(11.)
65
50
(6")
50
(6")
50
50
00
BORING 1
Description
14-inches of asphalt concrete over
Brown SAND with gravel, medium grained, moist, medium dense
111 FILL (Structural FILL)
21
3 1
-becomes very dense
Light gray silty SAND with gravel, moist, very dense
-gravel lense
011H.111 -
• Test boring was termlinated at 11.5 feet on January 26, 2011.
• No groundwater was encountered during drilling.
BORING 2
Description
4-inches of asphalt concrete over
Light gray, slightly silty SAND with gravel, medium grained, moist, very
dense
I I I
12
3
M. '';I:;
Test boring was terminated on 11.5 feet on January 26, 2011.
No groundwater was encountered during. drilling.
GEOTECH
CONSULTAWS,.INC.
TEff BORING LOG
21984 State Route 99
Edmonds, Washington
Job Date: I Logged by.
11016 1 Jan. 2011 JLH 1plate: 3
1 5
1 10
I is
I& BORING 3
e 100 Description
4
-inches of asphalt concrete over
Light gray, slightly silty SAND with gravel, fine to medium grained, moist,
very dense
(5")
50
(5")
50
(511)
M 11HUM111 111
Test boring was terminated on January 26, 2011 at 11.5 feet.
No groundwater was encountered during drilling.
GEOTECH
CONSULTAWS, INC.
TEST BORING LOG
21984 State Route 99
Edmonds, Washington
Job Date: Loggedby: 1PIate:
11016 1 Jan.2011 I JLH L 4
I
Slope backfill away from
foundation. Provide surface
drains where necessary.
Backfill
(See text for
requirements)
Nonwoven Geotextile
Washed Rock Filter Fabric
(7/8" min. size)
a, a 60 a Ab 6
-'D.
4" min.
Tightlirie Roof Drain
(Do not connect to footing drain)
Possible Slab
4" Perforated Hard PVC Pipe
(Invert at least 6 inches below
slab or crawl space. Slope to
drain to appropriate outfall.
Place holes downward.)
Vapor Retarder/Barrier and
Capillary Break/Drainage Layer
(Refer to Report text)
NOTES:
(1) In crawl spaces, provide an outlet drain to prevent buildup of water that
bypasses the perimeter footing drains.
(2) Refer to report text for addifional drainage, waterproofing, and slab considerations.
GEOTECH
CONSULTANTS, INC.
FOOTING DRAIN DETAIL
21984 State Route 99
Edmonds, Washington
Job NO. DOM PAM?.
11016 1 Jan. 2011 1 1 5
aftvsz�w
uoruonD'err
ATTORNEYS AT LAWL L I
Joel M. Gordon
February 11, 2011
Development Services Department
City of Edmonds
121 - 5th Avenue North
Edmonds, WA 98020
2025 First Avenue, Suite 500
Seattle, WA 98121-3140
Phonei 206.382.9540
Fax: 206.626.0675
www.GordonDerr.com
Re: . Dick's Drive -In Permit Applications — Reciprocal Easement Agreement
To Whom It May Concern:
This office represents Briar Development Company LLC ("Briar"), the current property
owner of the parcel which is subject to permit applications for the development of a new Dick's
Drive -In Restaurant ("Dick's) near the intersection of Highway 99 and 220,h in tile City of
Edmonds. Dick's has entered into a Purchase and Sale Agreement with Briar for the acquisition
of the parcel that is subject to the development applications.
The attached Reciprocal Easement Agreement between the patties has been fully
negotiated and agreed to by the parties. As a result, the parties are contractually committed to
enter into the Reciprocal Easement Agreement upon the closing of Dick's acquisition of the
parcel. This letter is being issued to provide the City of Edmonds with the assurance that the
attached easement will be in place in conjunction with the development of the property.
If you have any questions, please do not hesitate to contact me.
JMG:IkI
Enclosure
cc: Gary Hall
Glen Foresman
Eugene. Wong
RECEIVED
. FEB 14 2011
DEVELOPMENT SERVICES CTR-
CITY OF EDMONDS
Sa" N& we �,
I HtF FILE
't
Y:NWPffEDM0lf0Sl,DlCK'S\REA G.DOC
2/11/11
RECIPROCAL EASEMENT AGREEMENT
BETWEEN
BRIAR DEVELOPMENT COMPANY LLP
and
HAGGEN, INC.
and
DICK'S DRIVE-INS, LTD., L.P.
!G
TABLE OF CONTENTS
Section
Page
ARTICLEI ................................................................................................................................. I
DEFINITIONS.............................................................................................................................
I
1.1 Lot ......................................................... I ................... I ..............................................
I
1.2 Floor Area ....................................... ; ............................................... .......................
2
1.3 Occupant ... 4 ................................... ; ................................... I ....................... ; ..............
2
1.4 Party ........................................................................................................................
2
1.5 Permiltee .................................................................................................................
2
1.6 Person ........................................................................................................................
3
1.7 Shopping Center ......................................................................................................
3
1.8 Site Plan .......................................................................................... .......................
3
1.9 Access Road .............................................................................................................
3
1.10 Common Area ......................................................................................................... 3
ARTICLE2 ............................................................................................................................... �.A
EASEMENTS.... i ........................................................................................................................ 4
2.1 Ingress and Egress ................................................................................................... 4
2.2 Utilities .................................................................................................................... 6
2.3 Storm Drainage'& the Storm Water Detention Facility ........................................... 7
2.4 Landscape Alteration and Management Easement ................................................. 9
2.5 Limitation ................. I ............................. I ....................... ... .....................................
10
ARTICLE3 ................................................................................................................................
10
CONSTRUCTION....................................................................................................................
10
3.1 General Requirements ...........................................................................................
10
3.2 Improvements on Lot 2 .........................................................................................
11'
3.3 Building Improvement ..........................................................................................
12
3.4 Heavy Construction Activity Black -out Period ....................................................
12
ARTICLE4 ...............................................................................................................................
13
MAINTENANCE AND REPAIR ........... ..................................................................................
13
4.1 Utilities ..................................................................................................................
13
4.2 Building Improvements ........................................................................................
13
4.3 Access Drives ........................................................................................................
14
ARTICLE5 ...............................................................................................................................
14
OPERATIONS OF SHOPPING CENTER ..............................................................................
14
5.1 Uses .......................................................................................................................
14
5.2 Insurance.: ..............................................................................................................
17
5.3 Liens ...... ......
18
ARTICLE6 .................................................................................................................................
19
MISCELLANEOUS .................................................................................................................
19
6.1 Default ...................................................................................................................
19
6.2 Interest ................................ : .... .............................................................................
20
6.3 Notices ........................ I ........................ I .............................................. o ..................
20
Y:%WPffFDM0NDSxD1CKS'RCA GDOC
211 V1 I
Fn
6.4
Approval Rights ....................................................................................................
21
6.5
Binding Effect � ......................................................................................................
22
6.6
Singular and Plural ........................................................................ ! .......................
22
6.7
Coi]interparts and Signature Pages ........................................................................
22
6.8
Negation of Partnership ........................................................................................
22
6.9
Not a Public Dedication ........................................................................................
22
6.10
Excusable Delays ................................... ........................................... ; ..................
23
6.11
Severability ...........................................................................................................
23
6.12
Amendments ........................................ I ................................................................
23
6.13
Captions and Capitalized Terms ...........................................................................
23
6.14
Minimization of Damages .....................................................................................
23
6.15
Agreement Shall Continue Notwithstanding Breach ............................................
24
6.16
Time ....................................................... ..............................................................
24
6.17
Non Waiver ...........................................................................................................
24
ARTICLE7
................................................................................................................... ...........
24
TERM........................................................................................................................................
24
7.1
Term of this Agreement .......................................................................... I ..............
24
EXHIBIT A
Legal Description of Lot 2
EXHIBIT B
Legal Description of Lot I
EXHIBIT C
Site Plan
EXHIBIT D
Dick's Approved Building Plans
EXHIBIT F
Form Easement Agreement
V:%WPXHTDMONDS1J)1CKV,R,FA G.DOC
2!11/11
M
RECIPROCAL EASEMENT AGREEMENT
. THIS RECIPROCAL EASEMENT AGREEMENT ("AGREEMENT" or "REA") is
made and entered into as of the day of � 2011,
between BRIAR DEVELOPMENT COMPANY LLP, a Washington limited liability
partnership ("Briar"), HAGGEN, INC., a Washington corporation ("Haggen") and DICK'S
DRIVE-INS, LTD., L.P., a Washington limited partnership ("Dick's"). Briar and Haggen are
collectively referred to herein as the "Haggen Parties".
WITNESSETH
WHEREAS, Dick's is acquiring from Briar that certain - parcel of undeveloped land
located in the City of Edmonds, Snohomish County, Washington, More particularly described on
Exhibit A attached hereto and made'a part hereof ("Lot 2");
WHEREAS, Lot 2 is part of a short plat consisting of two parcels recorded under
Snohomish County Auditor's File 200307295008 (the "Short Plat"). Haggen, Briar's
affiliate, has a leasehold interest in Lot 1, as identified on the Short Plat and more particularly
described on Exhibit B attached hereto and made a part hereof ("Lot I upon which it operates
a TOP Food and Drug store;
WHEREAS, Lot I and Lot 2 (collectively, the "Lots") are contiguous and adjacent as
shown on the Short Plat;
WHEREAS, Dick's intends to develop and operate Lot 2 and in order to effectuate the
common use of the Lots as integral parts of a retail shopping complex and to prevent material
adverse effects to Lot I and Lot 2 as a result of the development, use, and operation of Lot I
and Lot 2, the parties desire to enter into certain agreements;
NOW, THEREFORE, in consideration of the covenants and agreements hereinafter
set forth and in furtherance of the parties understanding, it is agreed as follows:
ARTICLE 1.
DEFINITIONS
1.1 Lot
"Lot" shall mean either Lot I or Lot 2 or such further subdivisions thereof as may
occur in the future.
YATIHIEDMONDSIDICK'ST-EA GDOC
211 In I
M
1.2 Floor Area
"Floor Area" shall inean the acival number of square feet of space contained on each
floor within a building, as measured firom the exterior faces of the exterior walls and/or the
center of any common walls; provided however, that space used for building utilities or
mechanical equipment shall not be included in such calculations.
1.3 Occupant
"Occupant" shall mean any Person from time to. time entitled to the use and occupancy
of any portion of a building on Lot I or Lot *2 under an ownership right or any lease, sublease,
lidense,, concession, or other similar agreement.
1.4 Party
"Party" shall mean each signatory hereto and, after compliance with the notice
requirements set forth below, their respective successors and assigns. Until the notice
requirement is complied with, the transferring Party shall (for the purpose of this Agreement
only) be' the transferee's agent. Each Party shall be liable for the performance of all
covenants, obligations and undertakings herein set forth with respect to the Lot owned or
occupied by it which accrue during the period of such ownership or occupancy, as applicable,
and such liability shall continue with respect to any portion transferred until the notice
requirement set forth below is complied with, at which time the transferring Party's liability
for future obligations shall terminate. The transferee Party,shall automatically become liable
for all obligations, performance requirements and amounts which afise subsequent to
compliance with the notice requirement. A Party transferring all or any portion of its interest
in a Lot shall give notice to all other Parties of such transfer and shall include therem, at least
the following information:
(i) the name and address of the transferee; and
(ii) in the case of a transfer of a portion of a Lot, a copy of the legal
description of the portion thereof transferred.
. Nothing contained herein to the contrary shall affect the existence, priority, validity or
enforceability of any lien pen-nitted hereunder which is placed upon a Lot prior to receipt of
the notice.
1.5 Pen-nittee
"Permittee" shall mean all Occupants.and the officers, directors, employees, agents,
collators, customers, vendors, suppliers, visitors, invitees, licensees, subtenants, and
contractors of Occupants insofar as their activities relate to the intended use of a Lot. Among
V:',WPW,EDM0NDS%DICKSULFA GDOC
2/11111
PC
others, Persons engaging in the following activities on the Lots will not be considered to be
Permittees:
(i) Exhibiting any placard, signs or notice; . I
(ii) Distributing any circu lar, handbill, placard, or booklet;
(iii) Soliciting memberships or contributions;
(iv) Parading, picketing" or demonstrating; or
(v) Failing to follow regulations relating to the use of the Lots.
1.6 Person
"Person" shall mean any individual, partnership, firm, association, corporation, trust,
or any other form of business or government entity.
1.7 Shopping Center
The "Shopping Center" shall mean the area encompassed by the Lots.
1.8 Site Plan
Attached hereto as Exhibit C is the "Site Plan" which illustrates the agreed initial
locations of the buildings, access drives, parking layout and other improvements to be
developed on Lot 2, which Site Plan was approved by Briar pursuant to the ten-ns of the Real
Estate Purchase and Sale Agreement dated October 12, 2010 for the sale of Lot 2 from Briar
to Dick's (the "REPSA").
1.9 Access Road
"Access road" shall mean those roads or driveways that provide direct access to Lot 2
from any county or public road as shown on Exhibit C.
1. 10 Common Area.
"Common Area" shall mean all areas within the exterior boundaries of the Shopping
Center, exclusive of where buildings exist or are from time to time constructed and all
r.P
abutments and dedicated patio areas thereof
Y:NWPW,EDM0NDS\DI0CS\kEA GDOC
2111111
3
ARTICLE 2.
EASEMENTS'
2.1 Ingress and Egress
During the terrn of this REA as set forth in Article 7, and perpetually thereafter with
respect to the Haggen Easement (as defined in paragraph 2.1(vi)), each Party hereby grants
and conveys to the other Party for its use and for the use of its Permittees, in common with
others entitled to use the same, a non-exclusive easement for ingress and egress for the
passage of vehicles over and across theparking and driveway areas of the other. Party's Lot as
the same may from time to time be constructed and maintained for such use and for the
pass . age and accommodation Of pedestrians over and across the parking, driveways and
sidewalk areas of the Party's Lot as the same may fi-om. time to time be constructed and
maintained for such use. Such easement rights shall be subject to the following reservations
as well as other provisions contained in this REA: .
(i) Except as otherwise provided, only the owner of Lot I shall
allow its Permittees to use any portion of Lot I for parking purposes and only
the owner of Lot 2 shall allow its Pen-nittees to use any portions of Lot 2 for
parking purposes, and each Party recognizes and agrees that no Party shall be
deemed to have an easement or any other right to use any portion of another
Party's Lot for parking purposes. Notwithstanding the above or anything to
the contrary: (a) both Parties understand and acknowledge that Lot 2 is not
large enough to provide all of the parking for Lot 2 Permittees, required by
current ordinances and regulations for the type of fast food restaurant that
Dick's plans to build on Lot 2. Accordingly, for so long as a fast food
restaurant is operated thereon, Lot 2 is hereby granted a parking easement,
along with the corresponding ingress and egress therefor, over Lot I to
provide, along with the parking spaces on Lot 2, the minimum number of
parking spaces required for Dick's to obtain its building permit ftom the City
of Edmonds and to remain in compliance therewith, which the Parties currently
understand to be approximately 20 parking spaces. In the event parking spaces
on Lot I need to be designated for the benefit of Lot 2, the Owner of Lot l.will
designate them from among those parking spaces on Lot I situated closest to
Lot 2. Provided further that such parking on Lot I shall not be utilized for
employee parking for Lot 2. Such easement shall be separately recorded upon
finalization of the construction on Lot 2 and each Party agrees to sign the
necessary documents to finalize the easement and (b) except to the extent
authorized by the foregoing parking easernent, the Parties also understand that
"cross parking" may happen with common patrons or "overflow" parking may
take place on occasion. Each Party agrees to use its reasonable best efforts to
prevent its Permittees from violating this' provision, such measures to include
but not be limited to appropriate notice and signage of this parking restriction.
YAWMEDMONMUCKSREA GDOC
2/11111
In the event overflow parking occurs with any regularity, the owner of the lot
whose Permittees are violating this provision shall pay for the installation of
adequate signage on the other party's lot informing Permittees of the parking
restrictions of this agreement (e.g. "no restauranf'or "no supermarket parking"
as the case may be located in the problem areas). Parties may also take
necessary self-help measures to enforce the provisions of this paragraph
including, without limitation, towing violating vehicles provided the parties
agree to notify the on -site manager of the other party before implementing a
towing program.but will not be required to provide notice on an individual
incident basis. The intent of the provisions of this section is to control parking
abuses and repeat parking offenders and not patrons of either. establishment
who on occasion or inadvertently park in the wrong location. Provided,
however, that if a Party has exercised its reasonable best efforts as required by
this paragraph and nevertheless its Permittees continue to violate this
provision, such violations shall not be considered a default by said Party under
this REA nor forrn the basis of a claim for damages by any other Party.
(ii) Except for situations specifically provided for in the following
subparagraphs, no fence or other barrier which would unreasonably prevent or
obstruct the passage of pedestrian or vehicular travel for the purposes herein
permitted shall be erected or permitted within or across the aforesaid easement
areas; provided, however, that the foregoing provision shall not prohibit the
installation of convenience facilities (such as mailboxes, public telephones,
benches or public transportation shelters), landscaping, berms or planters, nor
of limited curbing and other forms of traffic controls.
(iii) In connection with any construction, reconstruction, repair or
maintenance on its Lot, each Party reserves the right to create a staging and/or
storage area, in the Ccimmon Area on its Lot at such location as will not
unreasonably interfere with access between such Lot and the other areas of the
Shopping Center.
(iv) Each party further reserves the right to close off its portion of
the Common Area for such a reasonable period of time as may be legally
necessary or agreed among the parties to prevent the acquisition of prescriptive
rights by any third party. Provided, however, that prior to closing off any
portion of the Common Area, as herein provided, such Party shall give written
notice to each other Party of its intention to do so, and shall attempt to
coordinate such closing with each other Party so that no unreasonable
interf�rence in the passage of pedestrians or vehicles shall occur,
(v) Each Party reserves the right- at any time and from time to. time
to exclude and restrain any Person who is not a Permittee fi-om using its
Common Area.
V:MP,H'kEDMONDS%D1CK'S\REA G.DOC
VIIIII
. (vi)' Notwithstanding the termination date of this Agreement, the
Haggen Parties hereby agree to grant a per petual ingress and egress easement
for pedestrian, vehicular, and utility access, maintenance, and repair as shown
on die Site Plan (the "Haggen Easement"). Such easement shall be consistent
with this REA and separately recorded upon finalization of the construction on
Lot 2 and each P ' arty agrees to sign the necessary documents to finalize the
easernent, which shall be substantially in the form attached hereto as Exhibit
"E" and made a part hereof.
2.2 Utilities
A. Each Party hereby grants and conveys to each other Party non-
exclusive perpetual easements in, to, over, under, along and across those portions of the
Common Area (exclusive of any portion located within any building, patio, or abutment
thereof) located on the Party's Lot necessary for the installation, operation, flow, passage, use,
maintenance, connection, repair, relocation, and removal of lines or systems for the following
utilities, as currently exist or may be installed in the future, serving the Party's Lot: sanitary
sewers, water, irrigation, gas, electrical, telephone and communication lines. Except with
respect to ground mounted electrical transformers at the rear of a building or as may be
necessary Auring periods of construction, repair, or temporary service, all utilities shall be
underground unless required to be above ground by the utility providing such service. Prior
to exercising the right granted herein for any utility line not in service as of the date hereof,
the Party requiring access shall first provide the other Party with a written statement
describing the need for such easement, a survey and proposed final working drawings and
specifications for construction of the proposed utility line, and an architect's or engiReer's
report that contains all information the other Party may reasonably request in connection with
the proposed utility line and all other work to be performed in connection therewith, shall
identify the proposed location of the utility, and shall furnish a certificate of insurance
showing that its contractor has obtained the minimum insurance coverage required by Section
51(ffi hereof. Any Party installing utilities pursuant to the provisions of this subparagraph
shall pay all costs and expenses with respect thereto and shall cause all work in connection
therewith (including general clean-up and proper surface and/or subsurface restoration) to be
completed as quickly as possible and in a manner so as to minimize interference with the use
of the Common Area.
B. The initial location and width of any utility not in service as of the date
hereof shall be subject to the prior written approval of the Party whose Common Area is to be
burdened thereby, such approval not to be unreasonably withheld, conditioned, or delayed.
'17he easement area shall be no larger than whatever is necessary to reasonably satisfy the
utility company as to a public utility or five feet (Y) on each side of the centerline as to a
private line. Upon request, the Grantee shall provide to the Grantor a copy of an as -built
survey showing the location of such utility. The Grantor shall have the right at any.time to
relocate a utility line upon thirty (30) days' prior written notice, provided that such relocation:
V-.',WPI.H\EDMONDS'l.DICK'S\FLEA G.DOC
2A 1/11
_J
(i) shall not interfere with or diminish the utility services to the
Grantee;
(ii) shall not reduce or unreasonably impair the usefulness or
function of such utility;
(iii) shall be perfort-ned without cost or expense to Grantee;
(iv) shall be completed using materials and design standards which
equal or exceed those originally used; and
(v) sh all have been approved by the utility company and the
appropriate governmental or quasi -governmental agencies having jurisdiction
thereover.
Documentation of the relocated easement area shall be the Grantor's expense and shall be
accomplished as soon as possible. Grantee shall have a right to require an as -built survey of
such relocated utility be delivered to it at Grantor's expense.
2.3 Storm Drainage & the Storm Water Detention Facility
A. The Parties acknowledge that, as of the date of this REA, the stdrmwater
runoff from the impervious surfaces on Lot I and Lot 2 runs into'a common storm drainage
system that currently serves both Lot I and Lot 2 (the "Storm Drainage System") including a
Storm Detention Vault (hereafter the "SDV") that is located on both Lot 1 and Lot 2. Dick's
and the Haggen Parties shall not construct any building over the Storm Drainage System;
provided, however, that Dick's may at its sole expense construct a concrete patio over the
SDV (so long as the existing access points to and into the SDV remain accessible for repair
and.maintenance work) and/or relocate within Lot 2 all or portions of the Storm Drainage
System on Lot 2 to remove the system from a building footprint or to otherwise accommodate
construction on Lot 2, as long as the replacement facilities function as well as the facilities
they replace and as long as all relevant governmental agencies approve the relocation without
imposing any conditions on Briar or Lot 1.
B. Dick's hereby grants to Briar a nonexclusive perpetual easement for the
use, operation, maintenance, repair, replacement, alteration and improvement of the portion of
the Storm Drainage System that is located on Lot 2 (together with the right of ingress and
egress across Lot 2 necessary to accomplish the same), in the location where the system now
exists or in the location where it may exist in the future as provided herein, and the Haggen
Parties hereby grant to Dick's -a nonexclusive perpetual easement for the use, operation,
maintenance, repair, replacement, alteration, and improvenfent of the portion of the Storm
Drainage System that is located on Lot I (together with the right of ingress and egress across
Lot I necessary to accomplish the sarne), in the location where the system now exists or the
Y:%WF',.Jf,EDMOND91DICKS!REA C.DOC
location where it may be relocated in the future (collectively the "Storm Drainage
Easements"); provided, however, that:
(i) If, when Dick's seeks to construct building or site
improvements on Lot 2, the physical or. engineering constraints of the Storm
Drainage System or the regulatory requirements of the City of Edmonds or any
other governmental authority with jurisdiction over the Lots make it necessary
to constriact improvements or additions to the Storm Drainage System to
accommodate storinwater runoff from Lot 2 following construction of such
building or site improvements (including but not limited to improvements or
additions to the Storrn Drainage System to provide improved or increased
conveyance, detention, retention, or water quality treatment), Dick's shall be
responsible, at its sole cost and expense, for constructing the necessary
improvements or additions to the Storm Drainage System. All detention,
retention, or water quality treatment facilities required, as a physical,
engineering or regulatory matter, to accommodate stormwater runoff from Lot
2 shall be located.on Lot 2 unless Briar, in its reasonable discretion, gives its
consent for such facilities to be located on Lot 1. If it is not possible to
segregate the stormwater runoff from Lot 2 and Lot 1, and detention, retention,
or water quality treatment facilities required for purposes of accommodating
stonnwater runoff from Lot 2 must therefore also accommodate stormwater
runoff from Lot 1, Dick's shall still be responsible, at its sole cost and expense,
for constructing the necessary improvements or additions to the Storm
Drainage System notwithstanding that the improvements or additions will
accommodate runoff from both Lots. In this situation, Dick's must still obtain
Briar's consent, in Briar's reasonable discretion, for -any detention, retention,
or water quality treatment facilities to be located on Lot 1.
(ii) If, under the regulations of the City of Edmonds or any other
goverrunental authority with jurisdiction over the Lots, the construction of
building or site improvements on Lot 2 triggers a requirement to construct
improvements or additions to the Storm Drainage System (whether on Lot I or
Lot 2) for purposes of accommodating storinwater runoff from Lot I
(including but not limited to improvements or additions to the Storm Drainage
System to provide improved or increased conveyance, detention, retention, or
water quality treatment), Pick's shall be responsible, at its sole cost and
expense, for constructing the necessary improvements or additions to the
Storm Drainage System. Dick's must obtain Briar's consent, in Briar's
reasonable discretion, for any detention, retention, or water quality treatment
facilities to be located on Lot 1.
(iii) Prior to any relocation of the Storm Drainage System on Lot 2,
or to the construction of any improvements or additions to the Storm Drainage
System on either Lot, Dick's shall submit to Briar detailed plans for the work.
Y:*VV,J+XDMONDS,D1CKSqMA G.DOC
V11111
Briar must approve such plans prior to commencement of construction, said
consent not to be unreasonably withheld, conditioned or delayed.
C, Each Party shall repair and maintain in first-class condition any portion of
the Storm Drainage System located on its Lot; provided however that the Haggen Parties
shall, maintain, repair and alter as needed or required by legitimate government authority, the
SDV with cacti Party sharing the costs of such, maintenance, repair, or alteration based on the
proportion that -each Party's lot bears to the collective size of both Lots; and provided further
that if the SDV ever needs to be substantially or completely replaced, it will be abandoned in
place so as to minimize the disruption to Lot 2 and Dick's business, and the replace�ment SDV
shall be constructed on Lots 1 and/or Lot 2 where it will be least disruptive and intrusive to
both Parties' business operations. If the Parties cannot agree on this location, the matter shall
be s . ubmitted to an arbitrator appointed by Snohomish County Superior Court. The decision
of the arbitrator shall be final and judgment on the arbitration award may be filed by either
party with Snohomish County Superior Court. All work by a Party in conjunction with
maintenance, repair or alteration of the Storm Drainage system including the SDV shall be
performed so as to minimize to the extent that is commercially reasonable the disruption to
the other Party's business operations; and unless it is an emergency or Dick's gives its prior
consent (which consent shall not be unreasonably withheld, conditioned or delayed), all work
performed on the SDV by any one of the Haggen Parties or any of their agents shall be
scheduled with Dick's no less than thirty (30) days in advance, and to the ekient Dick's
requires any such work to be commenced, completed, or cleaned up between the hours of 2:30
AM to IOAM local time, or on Thanksgiving Day or Christmas Day, Dick's will pay the
additional expense for work performed during those times and/or days to the extent the labor
charge exceeds the then prevailing rate for daytime non -holiday labor..
2.4 Landsc4pe Alteration and Management Easement
There currently exists a portion of Lot I that exists east of Lot 2 between Lot 2 and SR
99, between the two existing access drives to SR 99, that is maintained as a landscaped- area
and biofiltration swale (the* "Landscape Strip"). Some of the larger vegetation in the
Landscape Strip may block the visibility of the building and/or signage proposed to be
developed on Lot 2. The Haggen Parties hereby grant Dick's an easement to enter into the
Landscape Strip to have the right to cut, remove and replace of any and all trees or other
vegetatio ' n in the Landscape Strip which limit the visibility of the improvements on Lot 2, so
long as any landscaping that is removed or altered is replaced with landscaping of a quality
consistent with that maintained elsewhere on Lot I and Dick's makes whatever -alterations
may be reasonably necessary to the existing irrigation system for such replacement
landscaping to become established and be maintained in a healthy condition. Prior to making
any cutting or removing any landscaping, Dick's shall secure any and all approvals required
from the City of Edmonds for such work. Provided farther that Dick's shall not make any
alterations to vegetation, topography or drainage that would negatively impact the operation
and maintenance of thd biofiltration swale that exists in the Landscape Strip.
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2.5 Limitation
No Party shall grant any easement for the benefit of any property not within the
Shopping. Center; provided, however, that the foregoing restriction on the granting of
easements shall not prohibit the granting or dedicating of utility easements by a Party on its
Lot to governmental or quasi-govemmental authorities or to public utilities.
ARTICLE 3.
CONSTRUCTION
3.1 General Requirements
A. The Parties agree that -all construction activitie's performed by any one of
them on Lot I or Lot 2, as the case may be, shall be performed in compliance with all laws,
rules, regulations, orders, and ordinances of the city, county, state, and federal governments,
or any depa rtment or agency thereof, With jurisdiction over the improvements constructed
within the Lots.
B. Each Party fiu-tber agrees that its construction activities shall not
unreasonably interf�re with the use, occupancy or enjoyment of any part of any other Party's
Lot by the other Party or its Permittees.
C. Each Party agrees to defend, indemnify and hold harmless the other Parties
from all claims, actions, proceedings and costs incurred in connection therewith (including
reasonable attorneys' fees and costs of suit) resulting from any accident, injury or loss or
damage whatsoever occurring to any Person or to the property of any Person arising out of or
resulting fromthe performance of any construction activities performed or authorized by it
except for claims, actions, proceedings, or costs caused by the negligence or willful act or
omission of another Party, its licensees, concessionaires, agents, servants, invitees, Permittees,
or employees, or the agents, servants, or employees of any licensee or concessionaire thereof
I D. Prior to constructing, reconstructing, remodeling, or enlarging a building
on a Lot, the owner and tenant of the Lot subject to the foregoing shall give the other Parties
at least fifteen (15) days' prior notice of the proposed location of any staging and storage area.
All storage of materials and the parking of construction vehicles, including vehicles of
workers, shall occur only on the Lot where the work is to be situated unless the other Parties
provide prior written consent to also use a specific portion of its Lot. If substantial work is to
be performed, the Party engaging in such work shall, at the request of any of the other Pai ties,
fence off the staging and storage area.
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3.2 ImDrovements on Lot 2
A. Upon its election to construct improvements upon Lot 2, Dick's shall cause
Lot 2 to be initially improved substantially as shown on the Site Plan with substantial
completion of such improvements to be no later than the ninetieth (90,h) day following the
date the business on Lot 2 opens for business with the public. Such work shall be done in a
good and workmanlike manner and in accordance with good engineering standards.
B. The parking area of Lot 2, as augmented by the supplemental and overflow
parking easernent described above in paragraph 2.1, shall contain suffibient ground level,
standard automobile size, parking spaces in order to comply with the following minimum
requirements unless otherwise approved by the Haggen Parties-
(i) for retail uses, five (5) parking spaces for each one
thousand (1,000) square feet of Floor Area;
(ii) for each cinema or theater, .35 parking spaces for each
patron seat provided;
(iii) for each motel, one (1) parking space for each motel
residential unit;
(iv) for each apartment building, 1.5 parking spaces for each
apartment dwelling unit;
(v) for each professional office or medical center, seven (7)
parking spaces for each one thousand (1,000) square f�et of Floor Area;
(vi) for each congregate care center, one (1) parking space for
each bed in the facility;
(vii) if a business use contains a drive -up unit (such as remote
banking teller or food ordering/dispensing facility), then there shall also
be created space for stacking not less than five (5) automobiles for each
drive -up unit; and
(viii) for each single restaurant which has less than five
thousand (5,000) square feet of Floor Area, then five (5) additional
parking spaces for each one thousand (1,000) square feet of Floor Area
devoted to such use; or
(ix) . for each single restaurant which has five thousand (5,000)
square feet of Floor Area or more, then ten (10) additional parking spaces
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VIIIII
for each one thousand (1,000) square feet of Floor Area devoted to such
use;
The foregoing requirements as well as all governmental regulations, ordinances and similar
orders relating to parking shall be satisfied throughout the term of this Agreement and, except
for 'the parking spaces available through the overflow parking easement described in
paragraph 2.1 above, without reliance on the parking spaces that may be available on Lot 1.
In the event of a condemnation of part of Lot 2 or sale or transfer in lieu thereof that reduces
the number of usable parking spaces below that which is required, Dick's shall use its best
efforts (including using proceeds from the condemnation award or settlement) to. restore'
and/or substitute parking spaces in order to comply with the parking requirements set forth
above. If such compliance is not possible, Dick's shall not be deemed in default hereunder,
but shall not be permitted to expand the aniount of Floor Area located upon Lot 2. If such
Floor Area is thereafter reduced, then it may not subsequently be increased unless the parking
requirement is satisfied.
C. The Parties acknowledge that, as of the date of this REA, the landscape
irrigation system on Lot 2 is connected to the landscape irrigation system on Lot 1. At such
time as Dick's constructs site improvements on Lot 2, Dick's shall provide a landscape
irrigation system on Lot 2 that is connected to the water meter for Lot 2 so that Dick's pays
f�r'the cost of the irrigation on Lot 2.
3.3 Building Improvement
A. Dick's agrees that the initial building construction on Lot 2 shall be
substantially in accordance with the plans attached hereto as Exhibit Q which have been
approved by the Haggen Parties. Approval of Plans by the Haggen Parties shall not constitute
assumption of responsibility for the accuracy, sufficiency, or propriety thereof, nor shall such
approval constitute a representation or warranty that the Plans comply with applicable laws.
B. No building or other structure on Lot 2 shall exceed 25 feet in height,
unless otherwise approved by the Haggen Parties. No penthouse, parapet mechanical
equipment or similar appurtenance located on the roof of such building shall'extend upward
above the top of the building more than twelve (12) feet.
3.4 Heavy Construction Activity Black -out Period
Except as may be required for emergency repairs or in connection with construction
pursuant to Di&s Site Plan, no Party shall engage in excavation, other earth work, or any
other construction activity that involves use of heavy equipment on or across the Access
Drives, or Shopping Center drive aisles, or the Common Area of another Party during the
following periods: (i) from November 17, 2011 through November 24, 2011 and December
18, 2011 through December 25, 2011; and (ii) fi-om November I st to the following January
15th of any year after 2011.
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ARTICLE 4.
MAINTENANCE AND REPAIR
4.1 Utilities
A. Each Party shall repair and maintain in first-class condition all utility
facilities, lines, and systems located on its Lot except 'as otherwise provided by this
Agreement or unless the same are maintained by a public or quasi -public utility or authority.
B. Each Party shall maintain and repair at its cost any facilities installed
pursuant to the easements which exclusively serve its Lot unless the same are granted or
dedicated to and accepted by a utility or a governmental agency which agrees to maintain and
replace the same. Any maintenance and repair by Dick's of non -dedicated utilities located on
Lot I shall be perforined only after two (2) weeks' notice to the Haggen Parties (except in an
emergency where the work may be initiated with reasonable notice) and shall be performed in
such a manner as to cause a's little disturbance in the use of Lot I as is practicable under the
circumstances. Dick's agrees to promptly pay all costs and expenses associated therewith to
diligently complete such work- as quickly as possible and to promptly clean the area and
restore the affected portion of Lot I to a condition equal to or better than the condition which
existed prior to the commencement of such work.
C. Regardless of the provisions of Section 2.3 above, any hazardous
materials (as defined under any and all applicable State, Federal or local law or regulation)
contained in the Storm Drainage System prior to the date of mutual execution of this
Agreement shall be the responsibility of the Haggen Parties. Otherwise, the, responsibility
shall remain the responsibility of the owner of the Lot from which such hazardous materials
were released except to the extent caused by another Party or Permittee thereof where such
Party or Perrriittee(s) shall then be responsible.
4.2 Building Improvements
In the event any of the building improvements on any Lot are damaged by fire or. other
casualty (whether insured or not), each party immediately shall remove the debris resulting
from such event and provide a security barrier and within a reasonable time thereafter shall
either (i) repair or restore the building improvements so damaged, such repair or restoration to
be performed in accordance with all provisions of this Agreement, or (ii) erect other building
imp�rovements in such location, provided all provisions of this Agreement are complied with,
or (iii) demolish the damaged portion of such building improvements and restore the area to
an attractive condition. Each Party shall have the option to choose which of the foregoing
alternatives to perform, but each party shall be obligated to perform one of such alternatives.
Each Party shall give notice to the other party within ninety (90) days from the date of such
Y:XWP,-.H',EDM0NDS\D[CK'S%REA GDOC
13
casualty of w1iich alternative it elects, but in no event shall the selection of one alternative
preclude a Party's ability to subsequently switch to another alternative.
4.3 Access Drives
The Haggen Parties shall maintain the access drives located on the portions of Lot I
that provide access to Lot 2 ("Access Drives") in smooth and evenly covered condition and
repair, including snow removal, painting lines on the Access Drives� maintaining traffic signs
in the Access Drives, resurfacing and other maintenance and repairs to the surface of the
Access Drives. Dick's shall reimburse the Haggen Parties its proportionate share (based on
the total square footage of Floor Area on Lot 2 divided by the total square footage of Floor
Area on Lots I and 2 combined) of the costs incurred or paid by the ' Haggen Parties in.
maintaining the Access Drives as set forth in this paragraph. Notwithstanding the foregoing,
in the event that, maintenance or repairs are needed as a result of the negligence or willful
misconduct of either party, a breach of this Agreement by either party or by construction
activity on either Lot, then the responsible party shall be solely responsible for the cost of
such repairs. The responsible party shall promptly pay its share of the costs of maintaining and
repairing the Access Drives within thirty (30) days after receipt,of an invoice setting forth the
total amount paid and the responsible party's share. If the responsible party fails to pay its
proportionate share when due, the unpaid amounts together with all accrued interest that the
responsible paily owes the other party p I ursuant to, this section shall constitute a lien upon the
responsible party's right, title and interest in and to its Lot to secure repayment of such
amounts, from the date the payment is made until paid in full. The injured party shall have the
right but not the obligation, to record its lien. The responsible party shall execute such
instruments as the other party may reasonably request to permit the recordation of such lien.
Each party hereby irrevocably designates the other as its attomey-iii-fact for the purpose of
recording its lien pursuant to this section. The injured party shall have the right to foreclose
such lien in the manner provided by law. The injured party may charge interest pursuant to
Section 6.2 below, from the date payment is overdue.
ARTICLE 5.
OPERATIONS OF SHOPPING CENTER
5.1 Uses
A. No part of Lot 2 shall be used for other than retail sales or services, or
commercial purposes. Retail service uses shall mean food and beverage service, financial
institutions, real estate and stock brokerage offices, travel or insurance agencies and similar
uses providing services directly to the public for retail fees.
B. The following uses shall not be permitted on Lot 2, without the prior
written consent of the Haggen Parties:
Y:WY0E0%40NDS`-D1CKT.REA GDOC
VIVII
14'
(i) Any use which emits an obnoxious odor, noise, or sound which
can be heard or smelled outside of any building on Lot I (excluding odors
typically generated by restaurants);
(ii) Any operation primarily used as a warehouse operation and any
assembling, manufacturing, distilling, refining, smelting, agricultural, or
mining operation;
(iii) Any "second hand" store or "surplus" store;
(iv) Any mobile home park, trailer court, I ' abor camp, junk�ard, or
stockyard (except that this provision shall not prohibit the temporary use of
construction trailers during periods of construction, reconstruction, or
maintenance);
(v) Any dumping, disposing, incineration, or reduction of garbage
(exclusive of garbage compactors located in the rear of any building);
(vi) Any fire sale, bankruptcy sale (unless pursuant to a court order)
or auction house operation;
(vii) Any central laundry, dry cleaning plant, or laundromat;
provided, however, this prohibition shall not be applicable to on -site service
oriented to pickup and delivery by the ultimate consumer, including nominal
supporting facilities, as the same may be found in first-class retail shopping
districts in the Edmonds, Washington metropolitan area;
(viii) Any automobile, truck, trailer or recreational vehicle sales,
leasing, display or repair;
(ix) Any bowling alley;
(x) Any skating fink;
(xi) Any living quarters, sleeping apartments, or lodging rooms;
(xii) Any veterinary hospital or animal raising facilities (except that
this prohibition shall not prohibit pet shops);
(xiii) Any mortuary;
(xiv) Any 'establishment selling or exhibiting pornographic'materials;
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(xv) Any bar, tavern, restaurant or other establishment whose
reasonably projected annual gross revenues from the sal ' e of alcoholic
beverages for on premises consumption exceeds fifty percent (50%) of the
gross revenues of such business;
(xvi) Any health spa;
(xvii) Any theatre;
(xviii) Any flea market, amusement arcade, pool or billiard hall, car
wash or any other place of amusement or recreation such as dance hall, game
room, exercise facility, massage parlor, bingo parlor, or teen night club;
(xix) Any health care facilities such as a clinic, medical office, dental
office, chiropractic office or optornetric office;.
(xx) Any unlawful or illegal purpose;
(xxi) Any use that is a public or private nuisance;
(xxii) Any supermarket, meat market or department, grocery market
or department, vegetable produce market or department, fruit produce market
or department, bakery or bakery department, dairy store or department,
delicatessen or delicatessen department, or any other store or. business
establishment selling food (except for permitted restaurants), whether at retail
or wholesale. Notwithstanding the foregoing restriction, a fast food restaurant
may be developed and operated on Lot 2, provided that in no event shall the
allowance of such restaurant permit the operation of a delicatessen on Lot 2;
(xxiii) Any facility for the sale of health and beauty products,
including prescription drugs and medications;
(xxiv) The use of more than ten percent (10%) of the Floor Area for
office purposes provided that support office space serving an on -site retail or
restaurant facility shall not be considered use for "office purposes" under this
limitation.
C. The name "Haggen" or "Top" shall not be used to identify Lot 2 or any
business or trade conducted on Lot 2 without the Haggen Parties' prior written authorization
with may be withheld in their sole and absolute discretion, provided, however, that Dick's
may describe its Edmonds location as being "in the N.E. corner of the Top Food & Drug
parking lot on Highway 99 at 220'h in Edmonds".
Y:VPff.EDMONDS%DICK'S\REA GDOC
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16
D. No portion of Lot 1, as may be subsequently subdivided, shall be used for a
fast food hamburger restaurant or quick service hamburger restaurant, which prohibition
includes without limitation a McDonalds, Burger King, Wendy's, Fat Burger, Red Mill
Burgers, Red Robin, Burgermaster, Kidd Valley, Zips, and the like.
5.2 Insurance
A. Each Party shall maintain or cause to be maintained in full force and effect
Comprehensive Public Liability Insurance in such amounts * as that Party determines in its sole
discretion. Such insurance shall include the following provisions:
(i) shall provide that the policy may not be cancelled or materially
reduced in amount or coverage without at least thirty (30) days prior written
notice by the insurer to each insured and any additional insureds;
(ii) shall name the other Parties as additional insureds;
(iii) shall provide for severability of interests;
(iv) shall provide that an act or omission of one of the insureds or
additional i fisureds which would void or otherwise reduce coverage, shall not
reduce or void the coverage as to the other additional insureds of the insured,
respectively; and
(v) shall provide for contractual liability coverage with respect to
the indemnity obligation set forth below.
Dick's covenants and agrees to indemnify, defend and hold harmless. the Haggen
Parties and the owner of Lot I from and against all claims, costs, expenses and liability
(including reasonable attorneys fees and cost of suit incurred in connection with all claims)
including any action or proceedings brought thereon, arising from or as a result of the injury
to or death of any Person, or damage to the property of any person which shall occur on Lot 2,
except for claims caused by the negligence or willful act or omission of the Haggen Parties,
its licensees, concessionaires, agents, servants, invitees, Permittees, or employees, or the
agents, servants, or employees of any licensee or concessionaire thereof
The Haggen Parties covenant and agree to indemnify, defend and hold harmless
Dick's and the owner of Lot 2 fi-om and against all claims, costs, expenses and liability
(including reasonable attorney's fees and cost'of suit incurred in connection with all claims)
including any action or proceedings brought thereon, arising from or as a result of * the injury
to or death of any Person, or damage to the property of any person which shall occur on Lot
1, except for claims caused by the negligence or willful act or omission of Dick's, its -
licensees, concessionaires, a ents, servants, invitees, Permittees, or employees, or the agents,
.9
servants, or employees of any licensee or concessionaire thereof
GDOC
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B. Prior to commencing any construction activities on its Lot, the constructing
Party shall obtain or require its contractor to obtain and thereafter maintain so long as such
construction activity is occurring, at least the minimum insurance coverages set fol th below:
(i) Workers' Compensation - statutory limits
(ii) Employers Liability - $100,000
(iii) Comprehensive General and Comprehensive Auto Liability as
follows:
(a) ' Bodily Injury - $ 1,000,000,per occurrence;
(b) Property Damage - $ 1,000,000 per occurrence;
(c) Independent Contractors liability. or Owner's -Protective
Liability; same coverage as set forth in (a) and (b) above;
(d) Products/Completed Operations Coverage, which shall
be kept in effect for two (2) years after completion of work;
(e) "XCU" Hazard Endorsemcnt, if applicable;
(f) "Broad Form" Property Damage Endorsement;
(g) "Personal Injury" Endorsements;
(h) "Blanket Contractual Liability" Endorsement.
If the construction activity includes another Party's Lot, then the owner of said Lot
shall be an additional named insured and such insurance shall provide that the same shall not
be canceled without at least thirty (30) days prior written notice to the named insureds. If
such insurance is canceled or expires then the constructing Party shall immediately stop all
work on or use of the other Party's Lot until either the required insurance is reinstated or
replacement insurance obtained.
5.3 Liens
In the event any mechanic's lien is filed against a Party's Lot as a result of services
performed or materials furnished for the use of the other Party's Lot, the Party causing the lien
agrees to cause such lien to be discharged prior to entry of final judgment (after all appeals)
for the foreclosure of such lien and further agrees to indemnify, defend, and hold harmless
and indemnify the other Party against liability, loss, damage, costs or expenses (including
V:%WF�H; 'EDMONDSOICKSTFA G.DOC
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18
reasonable attorneys' fees and cost of suit) on account of such claim of lien. Upon request of
the Party whose Lot is affected, the other Party agrees to promptly cause such lien -to be
released and discharged of record, either by paying the indebtedness which gave rise to such
lien or by posting bond or other security as shall be required by law to obtain such release and
discharge. Nothing herein shall prevent the Party causing the lien from contesting the validity
thereof in any manner it chooses so long. as such contest is pursued with reasonable diligence.
In the event such contest is determined adversely (allowing for appeal to the highest appellate
court), Party causing the lien shall promptly pay in fall the required ainount, *together with any
interest, penalties, costs, or other charges *necessary to release such lien.
ARTICLE 6.
MISCELLANEOUS
6.1 Default
A. If a Party fails to comply with any provision herein, (the "Non -Performing
Party"), then the other Parties may, upon forty-five (45) days'prior written notice to the Non-
Perfonning Party, proceed to cure the default (and shall have a license to do so) by the
payment of money or performance of some other action for the ' account of the Non -
Performing Party. The foregoing right to cure shall not be exercised if within the forty-five
(45) day notice period (i) the Non-Perforining Party cures the default, or (ii) if the default is
curable' ' but cannot reasonably be cured within that time period, the Non -Performing Party
begins to cure such default within such time period and diligently pursues such action to
completion. The forty-five (45) day notice period shall not be required if, using reasonable
judgment, a Party deems that an emergency exists which requires immediate attention. In the
event of such an emergency, the Parties shall give whatever notice to the Non -Performing
Party as is reasonable under the circumstances.
B. Within ten (10) days of written demand (including providing copies of
invoices reflecting costs) the Non -Performing Party shall reimburse the other Parties for any
sum reasonably expended by them to cure the default in accordance with this Agreement,
together with interest thereon. The Non-Perforining Party hereby giants to the other Parties
non-exclusive casements over and under any and all parts of their respective Lot for all
purposes reasonably necessary to enable the Parties (or their agents, contractors or
subcontractors) to perform any of the terms, provisions, covenants, or conditions of this
Agreement that the Non -Performing Party is obligated to perforrn but has failed to perform
after notice and time to cure pursuant to this.Section 6. 1.
C. Tlie unpaid amounts together With all accrued interest that the Non -
Performing Party owes the other Parties pursuant to this section shall constitutea lien upon
the Non -Performing Party's right, title. and interest in and to the Non -Performing Party's Lot to
secure repayment. of such amounts. The Parties shall have the right, but not the obligation, to
record its lien. The Non -Performing Party shall execute such instruments as the other.Parties
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may reasonably request to permit the recordation of such lien. The Non. -Performing Party
hereby irrevocably designates the othe*r Party as the Non-Perfaiming Party's attorney -in -fact
for the purpose of recording its lien pursuant to this section. The other Party shall have the
right to foreclose such lien in the manner provided by law.
D. In the event any Party shall institute any action or proceeding against
another Party relating to the provisions of this Agreement, or if any default hereunder, or to
collect any amounts owing hereunder, or if an arbitration proceeding is commenced by
agreement of the Parties to any dispute, the unsuccessful litigant in such action or proceeding
shall reirnburse the successful litigant therein for costs and expenses incurred by the
successful litigant in connection with such action or proceeding and any appeals therefrom,
including attorneys' fees and court costs.
E. All remedies are cumulative and shall be deemed additional to any and all
other remedies to which the Parties may be entitled in'law or in equity. The Parties shall also
have the right to restrain by injunction any violation or threatened violation by a Party of any
of the terms, covenants, or conditions of this Agreement, or to obtain a decree to compel
performance of any such terins, covenants, or conditions, it being agreed that the remedy at
law for a breach of any such term, covenant, or condition (except those, if any, requiring the
payment of a liquidated sum) is not adequate.
6.2 Interest
Wherever and as often as a Party shall not have paid any sum payable hereunder to
any other Party within five (5) days of the due date, the Party to make payment shall pay
interest on such amount from the due date to and including the date such payment is received
by the payee, at the lesser of -
A. The highest rate permitted by law to be paid on such type of obligation; or
B. Three percent (3%) per annum in excess of the prime rate from time to
time publicly announced by U.S. Bank, or its successor.
6.3 Notices
All notices, demands, statements, and requests (collectively the "notice") required or
permitted to be given under this Agreement must be in writing and shall be deemed to have
been properly given or served as of the date hereinafter specified: (i) on the date of personal
service upon the person to whom the notice is addressed or if such person is not available the
date such notice is left at the address of the person to whom it is directed, (ii) on the date the
notice is postmarked by the United States Post Office, provided it is sent prepaid, registered or
certified mail, return receipt requested, and (iii) on the date the notice is delivered by a courier
service (including Federal Express, Express Mail, Emery or similar operation) to the address
V:;WP-.H%ED1M0NMDJCK'S,KEA GDOC
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of the person to whom it is directed, provided it is sent prepaid, return receipt requested. The
address of the signatories to this Agreement is set forth below.
Dick's: Dick's Drive -Ins, Ltd., L.P.
4426 — 2"d Avenue N.E.
Seattle, WA 98105
Attn: Jim or Walt Spady
With a copy to: Lasher Holzapfel Sperry & Ebberson PLLC
601 Union Street, #2600
Seattle, WA 98 101
Attn: Eugene W. Wong
Haggen Parties: Briar Development Company LLP
P.O. Box 489
Bellingham, Washington 98227
Attn: Gary Hall
With a copy to: GordonDerr, LLP
2025 First Avenue, Suite 500
Seattle, WA 98121
Attn: Joel M. Gordon
Each Party shall have the right from time to time and at any time, upon at least ten
(10) days' prior written'notice thereof in accordance with the provisions hereof, to change its
respective address and to specify any other address within the United States of America;
provided, however, notwithstanding anything herein contained to the contrary, in order for the
notice of address change to be effective it must actually be delivered. Refusal to accept
delivery of a notice or the inability to deliver a notice because of an address change which
was not properly communicated shall not defeat or delaythe giving of a notice.
6.4 Approval Rights
Unless otherwise herein provided, whenever a Party's approval or consent is required,
such approval or consent shall not be unreasonably withheld, conditioned, or delayed. Unless
provision is made for a specific time period, approval shall be given or withheld within thirty
(30) days of the receipt of the request for approval. If disapproval is not given within the
required time period, the relevant Party shall be deemed to have given their approval or
consent. If a Party shall disapprove, the reasons therefor- shall be stated. Except with respect
to an approval given by lapse of time, all approvals and disapprovals shall be in writing. The
"right to approve" herein reserved by the Haggen Parties shall be assignable, but only to a
maximum of two (2) Parties and such Parties must either own or lease the majority of the
Floor Area of Lot I as originally configured on the date of this Agreement. Dick's may
assign its "right to approve7' but only to a new Party that either owns or leases Lot 2 in its
W. WPI&IMMONDSOICKSkREA G.D0C
2111/11
21
entirety. Each successor assignee, in turn, may also assign such "right to approve" to a
maximum of one (1) Party on the same condition. If the holder of the "right to approve"
transfers its entire ownership interest prior to assigning such "right to approve", then the
transferee Party shall immediately become vested with such "right to approve".
6.5 Binding Effect
The terms of this Agreement and all easements granted hereunder shall constitute
covenants running with the land and shall inure to the benefit of and be binding upon the
signatories hereto and their respective successors and assigns who.become Parties hereunder.
This Agreement is not intended to supersede, modify, amend, or otherwise change the
provisions of any prior instrument affecting the land burdened hereby.
6.6 Singular and Plural
Whenever required by the context of this Agreement, the singular shall include the
plural, and vice versa, and the masculine shall include the feminine and neuter genders, and
vice versa.
6.7 CounteKparts and Signature Pages
This Agreement may be executed in several counterparts, each of which shall be
deemed an original. The signatures to this Agreement may be executed and notarized on
separate pages, and when attached to this Agreement shall constitute one complete document.
6.8 Negation of Partnership
None of the terms or provisions of this Agreement shall be deemed to create a
partnership between or among the Parties in their respective businesses or otherwise, nor shall
it cause them to be considered joint venturers or members of any joint enterprise. Each Party
shall be considered a separate owner, and no Party shall have the right to act as an agent for
another Party, unless expressly authorized to do so herein or by separate written instrument
signed by the Party to be charged.
6.9 Not a Public Dedication
Nothing herein contained shall be deemed to be a gift or dedication of any Lot or
portion thereof to the general public, or for any public use or purpose whatsoever. Except as
herein specifically provided, no right, privileges or immunities of any Party hereto shall inure
to the benefit of any third -party Person, nor shall any third -party Person be deemed to be a
beneficiary of any of the provisions contained herein.
V,WP,,1fEDMONDS'01CK'MEA O.DOC
211/11
22
6.10 ExcusableDclUs
Whdnever performance is required of any Party hereunder, that Party shall use
all due diligence to perform and take all necessary measures in good faith to perform;
provided, however, that if completion of performance shall be delayed at any time by reason
of acts of God, war, civil commotion, riots, strikes, picketing or other labor disputes,
unavailability of -labor or materials, damage to work in progress by reason of fire or other
casualty, or any cause beyond the reasonable control of a Party, then the time for performance
as herein specified shall be appropriately extended by the arno unt of the delay actually so
caused. The provisions of this section shall not operate to excuse any Party from the prompt
payment of any monies required by this Agreement.
6.11 Severability
Invalidation of any of the provisions contained in this Agreement, or of the application
thereof to any person by judgment or court order shall in no way affect any of the other
provisions hereof or the application thereof to any other person and the same shall remain in
full force and effect.
6.12 Amendments
This Agreement may be amended by, and only by, a written agreement signed by all
of the then current Parties and shall be effective only when recorded in the county and state
where the Lots are located. No consent to the amendment of this Agree
, ment shall ever be
required of any Occupant or Person other than the Parties, nor shall any Occupant or Person
other than the Parties have any right to enforce any of the provisions hereof.
6.13 Captions and _Cqpitalized Terms
The captions preceding the text of each *article and section are included only for
convenience of reference. Captions shall be disregarded in the construction and interpretation
of the Agreement. Capitalized terms are also selected only for convenience of reference and
do not'necessarily have any connection to the meaning that might otherwise be attached to
such term in a context outside of this Agreement.
6.14 Minimization of Damages
In all situations arising out of this Agreement� all Parties shall attempt to avoid and
minimize the damages resulting from the conduct of any other Party. Each Party hereto shall
take all reasonable measures to effectuate the provisions of this Agreement.
V:%WPW,EDM0NDS*,D1CKS�REA G.DOC
23
6.15 A14reement Shall Continue Notwithstanding Breach
It is expressly agreid that no breach of this Agreement shall (i) entitle any Party to
cancel, rescind or, otherwise terminate this Agreement, or (ii) defeat or render invalid the lien
of any mortgage or deed of trust made in good faith and for value as to any part of the Lots.
However, such limitation shall not affect in any manner any other rights or remedies which a
Party may have hereunder by reason of any such breach.
6.16 Time
Time is of the essence of this Agreement.
6.17 Non Waiver
The failure of a Party to insist upon strict performance of any of the terms, covenants
or conditions hereof shall not be deemed a waiver of any rights or remedies which they may
have hereunder or at law or equity and shall not be deemed a waiver of any subsequent. breach
or default in any of such tenns, covenants or conditions.
ARTICLE 7.
TERM
7.1 Term of this Agreement
This Agreement shall be effective as of the date Dick's becomes the fee simple owner
of Lot 2 and shall continue in full force and effect until 11:59 p.m. on December 31, 2059. In
the event Dick's does not become the fee simple owner of Lot 2 pursuant to the REPSA, this
Agreement shall become void ab initio. Upon termination of this Agreement, all rights and -
privileges derived from and all duties and obligations created and imposed by the provisions
of the Agreement, shall terminate and have no fin-ther force or effect; provided, however, that
the termination of this Agreement shall not limit or affect the Haggen Easement, the Storm
Drainage Easements, or any remedy at law or in equity that a Party may have against any
other Party with respect to any liability or obligation arising or to be performed under this
Agreement prior to the date of such tennination.
[Intentional Page Break]
Y:I.WP',,11',r-DMONDS',DICK'S%REA G.DOC
V11111
24
IN WITNESS WHEREOF, the Parties have caused this Agreement to be executed
effective as of the day and year specified in Section 7.1 above.
DICK'S:
DICK'S DRIVE-INS, LTD., L.P., a
Washington limited partnership
M
Its
Date
Y.',WPff,EDM0ND5-D1CK&UA G.DOC
HAGGEN PARTIES:
BRIAR DEVELOPMENT COMPANY
LLP, a Washington limited liability
partnership
By_
Its
Date
HAGGEN, INC.,
a Washington corporation
By_
its
Date
25
STATE OF WASHINGTON
ss'
COUNTY OF
I certify that I know or have satisfactoiy evidence that signed this
instrument, on oath stated that be was authorized to execute the instrument and acknowledged it
i'n his capacity as the of Briar Development Company LLP to be the free and
voluntary act of such partnership for the uses and purposes mentioned in the instrument.
Dated this day of 32010.
(Signature)
(Printed Name)
Notary Public in and for the State
of Washington, residing at
My commission expires.
STATE OF WASHINGTON )
)ss.
COUNTY OF
I certify that I know or have satisfactory evidence that signed this
instrument, on oath stated that he was authorized to execute the instrument and acknowledged it
in his capacity as the of Haggen, Inc. to be the free and voluntary act of such
partnership for the uses and purposes mentioned in the instrument.
Dated this — day of 12010.
V:,WP%MEDM0ND5%D1CK'S,REA GDOC
2111111
(Signature)
(Printed Name)
Notary Public in and for the State
of Washington, residing at
My commission expires
26
STATE OF WASHINGTON )
)ss.
COUNTY OF
I certify that I know or have satisfactory evidence that iped this
instrument on oath stated that he was authorized to execute the instrument and acknowledged it
in his capacity as the of Dick's Drive -Ins, LTD., L.P., to be the free and
voluntary act of such company for the uses and purposes mentioned in the instrument.
Dated this — day of 12010.
Y:'kWP&1EDM0NDS*01CK'SaEA GDOC
211111
(Signature)
(Printed Name)
Notary Public in and for the State
of Washington, residing at
My commission expires
27
" , It
EXMB1T A TO R-EA
LEGAL DESCRIPTION OF LOT 2
Parcel No. 005807-000-040-08
LOT 2
THAT PORT14UN OP-TqACT 40, SOLMER'S FIVE ACRE TRACTS, A"DRDMO TO
THE PLAT THEREOF PEOGROEI) iN VOLIME 7 OP PLATS, PA -GE Z6, RECORDS
Or SUDHOMISK COUNTY. '01ASHINi3TON DESCRIBED A5 FQLLPWS!
COPMENCING AT THE MTIERSE(MON OF THE R04TH LINE OF SAIP TRACT
40. WIT8 THE WESTERLY Riowr or wAy m4poi-.4 oF S7ATF 441CFWAY SR S9
JP.S.H, NO. ��. THENCE SOUTH 25*45'2e:Y' WEST ALONG SAID -%%SSTFRLY
MARGM A G.'STANCE OP 9a. 17 PEET TO A POI NY ON A CURVE M TH5 ILEPT
FROM WHICH THE CENTER BEAR$ SOUTF1 65#30'55- V)CST� 25.00 rMF
DISTANT: 7HENrE NORTHAIESTERLY ALONG THE ARC 09 SAID CURVE THROU-$H
A CENTPAL ANGLE OF 39'47'30' FOR AN ARC LFMGTH OF 17-36 FEET70 A
POINT OF TANGENCY; THENCE NORTH 64'46'-31" %VF5T A DISTANCE OF
li--$7 M&T TO THE POINT OF BEGINNIM; THENCE �COKTFNOINC NORTH
64*iG'3i" 'UNEST A DI$TAKICE OF 4e.42 FEET TO T11E BEGINNINO Oft A
TA146EIYT CURVE TO THE LEFT HAVINe A RA01US OF 50,0!Z� FEET, TmENCE
WESTERt-Y AL0146 'ME APC OP SAID CU�Zvrm 1*��'OU06H A CENTRAt, AmOLE
24'-54'00" FOP AN ARC LrMGT`H OF 21.73 FEET TO A POtNT Of TANOENOYi
THENCE NORTH aa*?Q'W VIIE$r A DISTANCE OF 163 85 rEET; THENCE
50VTH 25'43':?9- WEST A DISTANCE OF 106.84 FEZTj THENCE SOOTH
64'i6**-'-I' EAST A DISTANCE OF 153.29 FEET TO THE aK6tMNJN6 OF A
TAtMENT CURVE TO THE: RIGHI.- 144VING A RADIUS OF 17.50 FEET; THENCE
S00-it-I-EASTERtY ALOMa THE APO OF SAID CURVt TKRGVGH A CIZNTRAL ANGLE
OF 27*4$'40" FOR AN ARC L8NOTH OF 8.49 �'f�T TC) A POiNT OF
TMOEtiCy: TKENCE SQUT44 -36*27'51" MST A 015TANCE OF .58,33 FEET.
lHeNCE SOUTH 42'54'0�' E.AST A bisrANCES OF 1?. 14 F!�!E"T TO A POINT
ON A OUPVE TO tHe LEFT FRr.4.4 WMCH THE CENTER BEAR'S 14ORTH
42 -0 1 05- WE!; r at-54 FEET D I STANT z THENCE. NOkt,'HI�AS fit-4LY AILONO THE
ARC OF SAID CURVE THROUGH A CERTRAI, ANGLE OF rOP AN APO
LEWTH OF 3-5.82 FEET TO A PO.MT or TAMC�rE-NLI.Yj THENCE N'OPTH
R5*43'2'9- EAST A DISTANICE OF 072.09 FEET TO THE ROW OP
BEGIMNIN0.
EXHIBIT B TO REA
LEGAL DESCRIPTION OF LOT I
LOT 1, CITY OF EDMONDS SHORT PLAT RECORDED UNDER AUDITOR'S FILE
NUMBER 200307295008, RECORDS OF SNOHOMISH cbuNTY, WASHINGTON,
BEING A PORTION OF TRACTS 40,41 AND 42, SOLNER'S FIVE ACRE TRACTS,
ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME, 7 OF PLATS, PAGE
25, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, LOTS 4 THROUGH 9,
BLOCK 1 AND LOTS 6 THROUGH 11, BLOCK 2, PINE -LAND ADDITION,
ACCORDING TO THE PLAT THEREOF, RECORDED, IN VOLUME 13 OF PLATS,
PAGES 50 AND 51, RECORDS OF SAID COUNTY, LOTS 6 THROUGH 11, WILLERS
ADDITION, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 14 OF
PLATS, PAGE 13, RECORDS OF SAID COUNTY, AND PORTIONS OF VACATED
219TH STREET S.W. AND VACATED 218TH STREET S.W.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
a J, .41
EXHIBIT C TO REA
SITE PLAN
7 r
r
LE -RAIN Wb&�.
TRA.SH EN IN
f
I
LANDSW
Q
PLANTERS
r
If
/*
MET
FRAT
CATION,
V
/*
h
MY
IF
M-ff[W
19 Site Layout
4 1 , -A
EXHIBIT D TO REA
DICK'S APPROVED PLANS
10
37,.A
Hi
I--,- iR-11 IIXKTI: fIA-I
IFF 7TT---T--7---F--r-I -1
I u let
If
------------ ----------------------
- ------ I II-1 �14. 371,4
-7rrl
4 V 371. A
.14
37...
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4 * , 'a
EXHIBIT E TO REA
FORM EASEMENT AGREEMENT
[To be inserted]
City of Edmonds
Traffic impact Analysis Works:heet::.'.
.Name of Proposed Project:
. .... .... .
Owner/ApWicant
OvA<!s S LTD., L. P,
Name
'i q:z (0 AOF— NIE
Sireet/MailinR Address
E- N-TT L G 10, S,
City State zip
Telephone: ;�069 &3f - 0300
THMHOLD LEVELS OFANALYSIS
Applicant Contact Person:
\-."\ � VA � . � �-- P, (-� �-- r E:
Name
10IR6 ;�t- Prue "e
Street/Mailing Address
594 -r-fi. WA ct,�YJ05�-
City State zi
�p
Telephone:. ;�C& N— 0,3CrD'
Proieoi:T .. . .. ....
clevels ons to. com6lete:
1. tess than 25 peak-hout tri. d I and 7 6 1 (Worksheet/Checkli
'ps generate Y: .. ... ...
If. More than 25 peak -hour tripsgenerated All: secdons:
1. PROJE CT DESCRIPTION
a. Location � Street address:
4�61& oAe4� 4�&k aj,�l _(Agachayidnity: #�qg al0d:sile pknd
b. Specify existing land Use,
c. Specify. proposed type And site of development' 1!jRf1AA'—Ze7L
Aa�fllo� Oofresi&ntialunirsan
Worsquaref otagne of bdilding)
APPROVT--'D BY RECEIVED
N, 10. 1 N "I h's G
Revised on 6124110 k82 - -�rqflzc Impact Analysis Worksheet 2011
bate:
DEVELOpMENT SERVICES CTR.
C17Y OF EDMONDS
"'TREET FILE
d. Date construction will begin and be, completed:
e. Define proposed: access locations-
f. Define p!Dposed sight distance at site egress locations: _A0. 11� i;X'
2. TRIP GENERATION
Source shall be the Eighth Edition of the Institute of Transportati9iiEngineers, (YM) Trip Generation
. .. . .. ....
manual. For independent fee calculations. the current edition of the rFE- manual in Y be used.
APT = Average Daily Traffic
PM Peak -hour trips (AM, noon or school peak may also. apply 49, directed Wthe City Engineer),
a. Existing Site Trio Generation Table:
b. Proposed Project Trip Generation Table -
Land Use Daily (APT) IN OUT:
op
tvt 43�
c. Net New Project Trip Generation Table:
Land Use Dai ly (ADT)
d. State assumptions and methodology for internal, link -diverted or passby trips:
Revised on 6124110 E82 - Traffic Impact Analysis Worksheet Page 2 of 5
3. TRIP: DISTRIBUTION
Prepare, and attach a graphic showin c distr ibutiori bereen�agqs:and assignments. For
proje . t trip,_
devel ment that generate: over 75 ity
op ..8 1p�ak-hotir trips,th6 C"' Enigineer reserve9the rikht toi.tpire
trip distribut.i.on to be determined through use of the City traffic.� model.
4. 81TE ACCESS ROADWAYIPRIVEWAYS AND: SAFETY
a. Have sight distance requirem
.pots 4tegres$ location b.peii.rii6t'66r.A.A.S,H:.TO�re��men.ts�
. .. ....... .... .
b. Intersection Level: of Service (LOS): Analysis- qo: A. 1pe4 'a J�x.
Intersections to be evaluxed shall be detennine by f4 City of Edmonds TrqffleEn-gineer -
e. If appropriate, state traffic control warrants (e.g. !Aop sign wgrAnts, signal warrants):
f. Stinimarize local accident history! (only req4ired: for access to -principal and.lminbr arterials):
nA Fimhilrl ke. i6447. CAW
..... ..... ..... ...
1 Available upon request at City of Ednionds.Develooment. SArvices.Department
7 Available upon request. at City of Edm6h,ds Pol, ice Departi-ni.it
.Revised on 6t24110 E82 - Traffic Impact Analy�4 Worksheet, Page 3 of 5
5, TRAFFIC VOLUMES — exa 441�4kl(
:the
Provide the following and other planned,devd1opment traffic within "city'
a. Describe exi sting ADT and peak7hour counts fless..than tw ears. old), includ I ing ty
ming
movements, on street adjacent to. and directl impacted by the,project;
�y
b. Describe the estimated ADT and pea k�houf counts, including tufning:MbVdm605i.th6 year the
c. Describe. the estimated ADT and pdak-hour counts, including. turning movements,, five, years,
after the project has been fully open (with: and withou . t project traffic).
d. State annual, background traffic growth factor and source;
6. LEVEL OF SERVI C*E (LOS) ANALYSIS 5�,Z 4410�
a. Summarize Level of Service Analysis below and. attach supporting LOS:
Provide: the following, docu mentation for each arterial street or arterial intersection, impactod. by
ten or more peak -hour trips. Other. City -planned developments' must also b:'e f::ac:to:r*ed:into t -
LOS calculations.
to.& LOS
Exigting Conditions Existing Delays,
.... . ........ .
Year of Oponing: With Project Without ProjePU
. .. ........ . .
d
WithRoject Without Project.
FiveYears:13eyon Changed'i
Land Use
b. Note any assurnotions/variations to standard analysis default values and justifications:
A list of planhed developments are available at the City upon request for public records
kevised on 6124110 E82 - Traffic Impact Analysis Worksheel Page 4 qfS,
ITE la nd Use Category I PerUnit
I Fee Rate
New:Use
0 OTHER
Cit of Edniotidg,*EogineeringDIV'Lsion.Approval.:- Patp
Fee
No imr)act fees will be due, nor will a credit be given, for an impact fee ca lcu lation resulting,in a net! negative.
Revised on 6124110 E62 - Traffic Impact Analysis Warksheet. Page �5 of 5
Transportation Engineering. NorthWest, LLC Memorandum
df"Or�ONA-r,y N.
DATE: January 31, 2011
%
C
TO: Bertrand Hauss, P.E.
0:
City of Edmonds
3.345
FROM: Nfichaelj. Read, P.E.
Transportation Engineering Northwest, LLC NAL
RE: Dick's Drive -In Restuarant, Edmonds, WA — Traffic Impact Study P�PIRES 2 28111
I
This report summarizes traffic impacts associated with Dick's Drive -In, a proposed fast-food
restaurant in Edmonds, WA. This study addresses the following traffic impacts associated
with the proposed action as requested by the City of Edmonds:
> Description of proposed project.
> Summary of existing conditions through field reconnaissance and planning
documents.
> Estimation of vehicular weekday p.m. peak hour trips generated by the proposed
action.
> Assignment of weekday p.m. peak hour project trips onto the existing roadway
network.
> Evaluation of level of service (LOS) impacts at one (1) off -site study intersection and
2 project site access intersections.
> Assessment of site access, safety, and circulation issues in relation to increased
driveway use and vehicle queuing conditions along SR 99.
> Identification of mitigation measures to maintain acceptable levels of mobility and
safety based upon City of Edmonds and the Washington State Department of
Transportation (WSDOT) standards and guidelines.
Project Description
ne proposed development would construct up to 3,800 square feet of a fast-food
restaurant. The project site is located at 21910 Mghway 99 (in the general vicinity of the
northwest comer of the SR 99 and 220thStreet SW intersection) in Edmonds, WA. A
project site vicinity map is shown in Figure 1.
ne project site would be located within the northeast quadrant of an. existing retail complex
containing a Top Foods and Bank of America. There are two existing driveways onto SR 99
and one existing driveway onto 220t" Street SW which would be utilized by the proposed
Dick's Drive -In Restaurant. A project site plan is illustrated in Figure 2. Full build -out of the
project site is anticipated for completion by the 4th-Quarter of 2011. nx,0��
6
www.tenw.com
PO Box 65254 + Seattle, WA 98155
9,11ilz
Office/Fax (206) 361-M3 + Toll Free (888) 220-7333
STREET FILE
i i4
Transportation Figure I'
Engineering Project Site Vicinity
NorthWest, LLC I
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 2
V4&W
(Not to Scale)
Dick's Drive -In
Edmonds, WA
Traffic Inipact Study
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 3
<w4z
W cc 0
n J C_.
to io.:
CD
(NottoScale)
Transportation
Figure 2
Dick's Drive-in.
Engineering
orthWest, LLC
Project Site Plan-.
Edmonds, WA
Traffic Impact Study
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 4
Existing Conditions
This section includes an inventory of existing roadway conditions, intersection levels of
�ervice, and planned roadway improvements.
Existing Roadway Conditions
SR 99 is classified by WSDOT as an urban principal arteriaL Adjacent to the project site,
the roadway consists of 6 travel lanes with a two-way center left-tum lane. Travel lanes are
12 feet with curbs, gutters and sidewalks. The speed limit is posted at 45 mph.
220th Street SW is a four -lane roadway with a two-way center left -turn lane. Travel lanes are
11 to 12 feet with curbs, gutters and sidewalks. The speed limit is posted at 30 mph west
and 35 mph east of SR 99.
Intersection Level of Service
Level of service (LOS) serves as an indicator of the quality of traffic flow at an intersection
or road segment. The LOS grading ranges from A to F, such that LOS A is assigned when
minimal delays are present and low volumes are experienced. LOS F indicates long delays,
heavy volumes, and increased traffic congestion. Table 1 summarizes the delay range for
each level of service at signalize * d and unsignalized intersections in the study area. The
methods used to calculate the levels of service are described in the updated 2000 Higbway
Capaci
_* Manual (Special Report 209, Transportation Research Board). The measure of
effectiveness for signalized intersections is average control delay, defined as the total time
vehicles are stopped at an intersection approach during a specified time period divided by
the number of vehicles departing from the approach in the same time period.
Level of service for signalized intersections is defined in terms of control delay, which is a
measure of driver discomfort, frustration, and increased travel time. The delay experienced
by a motorist is made of up a number of factors that relate to traffic control, geometries,
traffic demand, and incidents. Total control delay is the difference between the travel time
actually experienced and the reference travel tinve that would result during base conditions (i.e.,
the absence of traffic control, geometric delay, any incidents, or as a result other vehicles).
LOS F at signalized intersections is often considered unacceptable to most drivers, but does
not automatically imply that the intersection is over capacity. jammed conditions could
occur on one or all approaches, with periods of long delays and drivers waiting for multiple
signal cycles to progress through the intersection.
For unsignalized intersections, a level of service and estimate of average control delay is
determined for each minor or controlled movement based upon a sequential analysis of gaps
in the major traffic streams and con fEcting traffic movements. In addition, given that
unsignalized intersections create different driver expectations and congestion levels than
signalized intersections, their delay criteria are lower. Control delay at unsignalized
intersections include ' deceleration delay, queue move -up time, stopped delay in waiting for, an
adequate gap in flows through -the intersection, and final acceleration delay.
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 5
Table 1: Level of Service Criteria for Unsigna ized Intersections
Level of Service
Signalized Intersection
Unsignalized Intersection
Delay Range (sec)
Delay Range (sec)
A
:5 10
:r. 10
B
> 10 to:5 20
> 10 to :5 15
C
> 20 to :s 35
> 15 to :s 25
D
> 35 to :s 55
> 25 to !s 35
E
> 55 to:5 80
>. 35 to :s 50
F
a 80
a 50
Source: "Highway Capacity Manual", Special Report 209, Transportation Research Board, 2000, Update.
'Me Highway Ca
pado Software (version 4.1e/� was used to evaluate levels of service at
signalized and unsignatized intersections. Evaluation of level of service impacts was
conducted at the following 1 off -site and 2 site access intersections under 2012 full buildout
conditions:
1. SR 99 220" Street SW
2. SR 99 South Driveway
3. SR 99 North Driveway
Figure 3 illustrates existing channelization and traffic control at study intersections.
Figure 4 shows existing p.m. peak hour traffic volumes at the study intersections in 2011.
Peak hour turning movement counts during the p.m. peak hour were conducted by All
Traffic Data Services, Inc. and TENW in January 2011.
Existing p.m. peak hour levels of service are summarized in Table 2. As. shown, all study
intersecdons currently operate at LOS D or better. Detailed level of service summary
worksheets are provided in Appendix A.
Table 2: 2011 Existing P.M. Peak Intersection Levels of Service
Signalized Intersection
Movement
LOS
Delay
#1 - SIR 99 / 220th Street SW
Signal
D
52
Unsignalized Intersection
Movement
LOS
Delay
#2- SR 99 South Driveway
EB
B
14
#3 - SR 99 North Driveway
EB
C
24
I NB Left
B
ote: Analysis based on HCS 2000 results using HCM 2000 control delays and LOS.
Planned Roadway Improvements
The City of Edmonds Six -Year Transportation Improvement Program (77P), 2012-2016, identified
no transportation -capacity improvement projects that would be impacted by p.m. peak hour
vehicular trips from the proposed project.
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Dick's Drive-in Restaurant
Traffic Impact Study
January 31, 2011
Page 6
j6 $top Sign, 'qW
(Not W:Scale)
Transportation Figure 3 - Dick's Drive-in
1%9 Engineering Existing Channelization Edmonds, WA
NorthWest, LLC and Traffic Control
I I Traffic Impact Study
Transportation Engineering Northwest, LILC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 + Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 7
MAW
(Not to Scale)
Dick's D.rive-In
Transportation Figure 4
Engineering 2011 Existing P.M. Peak. Edmonds, WA
NorthWest, LLC Hour Traffic Volumes Traffic Impact Study
Transportation Engineering Northwest, LLC
PO Box 65254 + Seattle, WA 98155
Office/Fax (206) 361-7333 + Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 8
Traffic Impact Analysis
The following section describes transportation impacts the proposed Dick's Dtive-In
development would have in the site vicinity. The discussion includes non -project traffic
forecasts, new trips generated by the proposed development, distribution and assignment of
new project trips, intersection level of service impacts, and an evaluation of site access,
safety, and circulation issues.
Ncin-Project Traffic Forecasts
For the purpose of tl-ds traffic analysis, year 2012 was selected for completion and full
utilization of the proj cct, as the restaurant is expected to open in the 4th-Quarter of 2011.
Per direction from the City of Edmonds, a 1 percent per year growth rate was used to factor
existing traffic volumes to 2012 baseline conditions without the proj ect. Future year traffic
volume forecast estimates are provided in Appendix B.
Project Trip Generation
Dick's Drive -In Restaurants are typically open from 10:30 a.m. to 2:00 a.m. Therefore, only
the criticalp.m. peak hour would be used for analysis of traffic impacts requested by the City
of Edmonds on driveway operations in proximity to the SR 99 and 220th Street SW
intersection. Average trip rate equations compiled by the Institute of Transportation
Engineers (ITE) Ttip Generation, e Edition, 2011, were used to estimate daily and p.m. peak
hour traffic that would be generated by the proposed development. Average trip rates qTE
land use code 933) for fast-food restaurant without drive -through window were used based
upon total gross floor area (GFA).
Although the proposed Dick's Drim-In Restaurant is located in the same complex as a Top
Foods and Bank of America and within walking distance of offices and retail shopping areas,
no internal or walk/transit trips were assumed, also making this a "worst -case" trip
generation scenario.
Pass -by Trips
Restaurant land uses have a unique characteristic to their trip generation rates. Many of the
trips that will use the restaurant are not "new" trips. They are existing trips that are or will
be traveling near the new restaurant site, regardless of whether the restaurant were there or
not, but have no reason to stop without the restaurant. These trips are called pass -by trips.
Pass -by trips are those traveling on streets immediately adjacent to the site with easy access.
Pass -by trips are not considered to have direct impacts on the adjacent transportation
facilities because they would be there anyway. It is only the impacts created by existing trips
diverted onto different routes and by "new" trips, which would not be made unless the
restaurant development occurred, that are considered to be site -specific iransportation
impacts by generating additional turning movements into and out of site access driveways.
Transportation Engineering Northwest, LLC
PO Box 65254 + Seattle, WA 98155
Office/Fax (206) 361-7333 + Toll Free (888) 220-7333
.A
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 9
There are no reported surveys for pass -by trip rates for the proposed use, Fast Food
Restaurant without Drive -Through Pass -by rates identified in the ITE Dip Generadon
Handbook, 2004. As such, pass -by surveys for High�Turnover Sit Down Restaurant IJTE
Land Use Code 932) and Fast -Food Restaurant with a Drive -Through Restaurant �TE Land
Use Code 934) were reviewed. Average pass -by rates for these two uses range between 43
and 50 percent for p.m. peak hour trips. While neither of these land use * categories directly
represent the proposed use, some level of pass�by traffic is reasonable to apply given the
nature of the proposed restaurant. For this project, a 20 percent pass -by trip reduction
assumption was applied as this would reflect a more conservative tr . ip generation scenario.
Project Trip Generation Summary
Table 3 summarizes estimated trip generation by the proposed action. An estimated net
total of 79 p.m. peak hour vehicular trips (40 entering and 39 exiting) would be generated at
fall-buildout of the project during the p.m. peak hour of adjacent street traffic. Detailed
calculations of project trip generation are provided in Attachment C.
Table 3: Pr &ct Trip Gen ration
Land Use
ITE Land
Use Code'
Size 2
P.M.
Peak Hour'
EnterT
Exit
Total
Fast -Food Restaurant without
Drive -Through Window
933
3.8 SF
GFA
50
49
1
99
20% Reduction for Pass -by Trip
-10
-10
-20
Net Trip Generation
40+
39
79
1 — ITE Tfi
P Generafion Manual, 8th Edition, 2011.
2 — SF GFA is square feet of gross. floor area.
Trip. Distribution and Assignment
Based upon historical traffic volumes and patterns, the vicinity housing/employment/service
distribution within the area, and anticipated market corridors by the owner, p.m. peak hour
traffic volumes generated by the proposed action would be generally distributed as follows
(distribution and assignment are also shown in Figure 5):
> 25 percent northerly and 25 percent southerly via SR 99; and
> 30 percent easterly and 20 percent westerly via 220'h Street SW.
Intersection Level of Service Impacts
Table 4 summarizes intersection level of service under 2012 full badout conditions. As
shown, all study intersections would operate at LOS D or better with the project under 2012
full buildout conditions. Figure 6 illustrates project -generated and pass -by traffic volumes,
and Figure 7 summarizes p.m. peak hour traffic volumes with the project under 2012 full
buildout conditions. Detailed level of service summary worksheets are provided in
Appendix B.
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7 333 * Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 10
141111111111F.
(Not to Scale)
Dick's Drive -In.
Transportadon Figure 5
Engineering Project Tri Distribution Edmonds, WA
NorthWest, LLC I P I Traffic Impact Study
Transportation Engineering Northwest, LLC
PO Box 65254 + Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Dick's Drive-in Restaurant
Traffic Impact Study
January 31, 2011
Page 11
lgx,::� =�T,,np qW
,p (Not to Scale)
Transportadon Figure 6 1 Dick's Dirive-In
Engineering P.M. Peak Hour Project Generated Edmonds, WA
NorthWest, LLC Trip Assignment.at Study Intersections Traffic Impact Study
Transportation Engineering Northwest, LLC
PO Box 65254 + Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
-A
Dick's Drive-in Restaurant
Traffic Impact Study
January 31, 2011
Page 12
(N 74W
�ea�Vblurmes ";'ec' ot to Scale)
Transportation Figure 7 Dick's Dirive-in
Engineering 2012 P.M. Peak Hour Edmonds, WA
NorthWest, LLC Traffic Volume Impacts Tralfic Impact Study
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 + Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 13
Tnhip 4- 2()12 P_M_ Peak Intersection Levels of Service Impacts
Signalized Intersection
Movement
Witho Project
With Project
LOS
Delay
LOS
Delay
#1 — SR 99 / 22 01h St SW
Signal
D
5�
D
54
Unsig6alized Intersection
Movement
LOS
Delay
LOS
Delay
#2- SR 99 South Driveway
EB
B
14
B
15
1 #3 - SR 99 North Driveway
EB
C
24
D
26
NB Left
B
12
B
13
Note: Analysis based on HCS 2000 resuJts using HCM 2000 control delays and LOS.
Site Access, Safety and Circulation Issues
Vehicular site access with the project would be provided via two existing driveways onto
SR 99 and one existing driveway onto 2206 Street SW. As summarized above, critical
entering and exiting turning movements at the project site driveways onto SR 99 are
anticipated to operate at LOS D or better under 2012 full buildout conditions with little or
no vehicular queuing with the proposed development.
P.M. Peak Hour Queuing Analysis
This section summarizes a queuing analysis conducted for left -turns on SR 99 between the
North Driveway and 220"' Street SW. The distance between the stop bar at 220 h Street SW
and the North Driveway was field -measured to be approximately 560 feet. As defined in the
2000 Hi
,ghway Ca
'pado Manual, the "back of queue" is the number of vehicles that are queued
depending on arrival patterns and vehicles that do not clear the intersection during any given
green phase (overflow).
For the southbound left -turn at Intersection #1 — SR 99 / 220th Street SW, the average (50ffi
percentile) queue length was estimated to be 175 feet and maximum (95 h percentile) queue
length was estimated to be 285 feet during the p.m. peak hour with the project in 2012.
For the northbound left -turn at Intersection #3 — SR 99 / North Driveway, the maximum
(95'h percentile) queue length was estimated to be 25 feet during the p.m. peak hour with the
project in 2012.
The resulting separation between "back of queues" at their maximum witb�in the center turn
line area is therefore estimated at 250 feet. Per WSDOT Standard Plan M-3.03-02 Left
Turn Back to Back, this distance is more than adequate to provide for transition and taper of
150 feet (two 50-foot openings and a 50 foot back-to-back left turn transition area) between
these two movements. Given the flexibility of the existing channelization for refuge and
storage for the northern driveway that would serve the site and no changes in channelization
to the center lane along SR 99 are recommended based on this evaluation. .
Transportation Engineering Northwest, LLC
PO.Box 65254 4 Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Dick's Drive -In Restaurant
Traffic Impact Study
January 31, 2011
Page 14
Traffic Impact Fees
To mitigate systemwide impacts to planned transportation improvements within the City of
Edmonds, the City assesses a traffic impact fee for new development. For the proposed
land use (Fast Food Restaurant without Drive Through), a� traffic impact fee of $9.19 per
square foot of gross floor area is assessed. As the proposed Dick's Drive -In Restaurant
would involve of up to 3,800 square -feet in gross floor area, the traffic impact fee is
estimated at up to $34,M based on the current traffic impact fee rates. The actual fee
would be calculated at the time of building permit application.
Project Mitigation Measures
A review was conducted of vehicular trip generation, intersection levels of service, and site
access and safety issues of.the proposed Dick's Drive -In development. Based upon this traffic
impact study, the following mitigation measures may be required:
> Payment of traffic impact fees of up to $34,922.
Transportation Engineering Northwest, LLC
PO Box 65254 + Seattle, WA 98155
Office/Fax (206) 361-7333 + Toll Free (888) 220-7333
- .6
Appendix A
Intersection Level of Service Calculations
Queues
1: 220th St SW & SR 99 1/14/2011
--* --,, i- 4-- 4\
4
'T
S B R
Lane Group Flow (vph)
120
402
220
744
140
1371
249
170
1014
97
v/c Ratio
0.82
0.64
0.94
0.95
0.75
0.84
0,31
0.81
0.61
0.12
Control Delay
104.5
59.9
108.8
75.7
89.0
43.0
11.8
92.2
32.7
7.6
Queue Delay
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
104.5
59.9
108.8
75.7
89.0
43.0
11.8
92.2
32.7
7.6
Queue Length 50th (ft)
117
187
216
363
135
632
55
1164
388
8
Queue Length 95th (ft)
186
239
#382
#486
206
#835
128
#247
513
47
Internal Link Dist (ft)
837
1499
1312
259
Turn Bay Length (ft)
150
300
35b
250
355
250
Base Capacity (vph)
192
736
235
800
248
1623
809
250
11670
790
Starvation Cap Reductn
0
0
0
0
0
0
0
0
0
0
Spillback Cap Reductri
0
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
0
Reduced v/c Ratio
0.63
0.55
0.94
0.93
0.56
0.84
0,31
0.68
0.61,�,
0.12
95th , perce n , tile volu , me exceed s'capacity, queue maybe longer.
Queue shown is maximum after two cycles.
Dick's Drive in 5:00 prn 1/12/2011 2011 Existing PM Peak Hour Synchro 6 Report
Transportation Engineering Northwest Page 1
't 1�-- 4
HCM Signalized Intersection Capacity Analysis 1/14/2011
1: 220th St SW & SIR 99
Lane Configurations
11
T T+
71
TT
17
'1
TT
r
ldea-IFIo-W'.:,(VphpI):.,,
1900
::,::1900;�::1900;::.1900
1900
1900
1900
,
1900
1900
1900
-1900,
1000
Grade
-3%
10%
0%
0%
T I E"
Tota osi time (S)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4[0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Ffrt
1.00
0.98
1.00
0.96
1.00
i.*00
.0.8.5
1.-00
0'.86
�it Protected
0.95
1.00
b.95
1.00
0.95
1:00
1.00
0.95
1.00
1.00
8atd. Flow (prot)
1796
3516
1681
3224
1770
3539
1583
11770
3539
160
At Permitted
0.95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
1.00
8atd. Flow (perm)
1796
3516
1681
3224
1770
3539
1583
17TO
3539
11583
Volume (vph)
110
317
52
202
497
188
129
1261
229
156
933
89
Peak-�burfsic'to-r, PHF
0.92
. 0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.02
0.92
Adj. Flow (vph)
120
345
57
220
540
204
140 ,
1371
249
170
1014
97
MR Re-duction, (vph)
0
9
0
0
26
- 0
0
0
83
..0
0
43
Lane 666-p Flow (vph)
120
393
0
220
718
0
140
1371
166
1'70
1014
54
Turn Type o
Prot
Prot
Prot,
-
Perm
Prot
Perm
Pr . oi�&ed Phases
7
4
3
8
5
2
1
6
Permitted Phases
2
.6
-ree'
Actuate G n G s
12.8
27.1
20.9
35.2
15.7
67.3
67.3
17.7
69.3
69.3
I Eff6ctive-Green, g (s)
12.3
26.6
20.9
35.2
15.7
68.8
68.8
17.7
70.8
70.8
Actuated g/C Ratio
0.08
0.18
0.14
0.23
0.10
0.46
'5.5
0.46
0.12
0.47
0.47
Clea-ra-666-Ti 'me (s)
3.5
3.5
4.o
4.0
4.0
5.'5
4-.0
5.5
.5.5
V eh , i . cle Extension (s)
1.0
3.0
3.0
3.0
2.0
4.0
4.0
2.0
4.0
4.0
Lane Grp Cap (vph)
147
624
234
757
185
1623
726
209
1670
74
v/s Ratio Prot
cO.07
0.11
0.13
cO.22
0.08
cO.39
cO.10
0.29
. v/s Ratio Perm
0.10
0.0
Vic i�ielo
0.82
0.63
0.94
0.95
0.76
0.84
0.23
0.81
O.M
0-07
Uniform Delay, dl
67.7
.
57.1
63.9
56.5
65.3
35.9
24.6
64.5
29.3
21.7
Oro-gre-s"s�ibn Factor
1 .00
1.00
1.00
1.00
1.6o
1.00
1.00
1.00
1.00.
1.00
Incremental Delay, d2
27.0
2.0
42.4
20.8
14.4
5.6
0.7
210.0
0.7
0.1.
Delay (s)
94.7
59.1
106.4
77.3
79.7
41.5
25 .3
84.5
30.0
2.1.7
L'e v6 I * of 8 e--r'v i c e
F
E'
F
E
E
D
C.
F
0
Approach Delay (s)
67.3
84.0
42.2
.36.6
A p* pir o -a'c h -L'O'S
E
F
D
D
HCM Average Control Delay
52.4 HCM Level of Service D
HCM Vo'Iu` 'me to Capacity ratio
0.86
Ai�tiiate-di Cycle Length (s)
150.0 Sum of lost time (s) 16.0
Intersection Capacity Utiliz ation
82.7% ICU Level of Service E
Analysis Period (min)
15
c. Critical Lane Group
Dick's Drive in 5:00 pm 1/12/2011 2011 Existing PM Peak Hour Synchro 6 Report
Transportation Engineering Northwest Page 2
I - 46
Queues 1/14/2011
1: 220th St SW & SR 99
4\
Ea-de-Gr6-u-p-
-EB L
EBf
--WB-f-NBL
WB L
--fZ-T---R-BR--SBL
T, S
Lane Group Flow (vph)
121
406
222
753
141
1385
251
172
1024
98
. v/c I Ratio
0.82
0.64
0.94
0'.96
0.76
0.86
0.31
0.82
0.62
0.12
Control Delay
1 . 04.9
60.0
109.4
77.2
89.2
43.8
12.0
92.4
33.0
7.7
.Queue (Delay
0.-0
0.6
0.0
0.0
0.0.
0.0
0 ' 0
0.0
0.0
0.0
Total belay'
104.9
60.0
10 . 9.4
77.2
89.2
43.8
12.0
92.4
33.0
7.7
0 6 e tuel e--n g t ii 60 t h (ft)
1f8
18'9
210
368
136
644
56
166
394
9
Queue L ength 95th (ft)
18 . 8
24 - 1
#386
#495
207.
#851
130
#251
519
48
11 nt6mal Link Dist (ft)
837
1499
1312
259
Turn Bay Lehgth,(ft)
150
-
300
350
�50
355
250
Base Capacity (vph)
192
736
235
800
248
1617
807
25b
1665
788
S . t . arvation'Cap Reductn
0
0
0'
0
0
0
0
0
0
0
Spillbac.k Cap Reductn
0
0
0
0
0
0
0
b
0
.0
Storage Cap Reductn
0
0
0
0
0
.0.
0
0
0
R -e d ui-c e d V/6 R -at i o
0.6�'
0.56
0.94
0.94
0.57
0.86
0.31
0.69
0.62::
0.12
4'. 95ih percentile volume exceeds capacity, queue may be longer.
Queue shown is maximum after two cycles.
Dick's Drive in 5:00 pm 1/12/2011 2012 Without Project PM Peak Hour S�nchro 6 Report
Transportation Engineering Northwest Page 1
HCM Signalized Intersection Capacity Analysis
1: 220th St SW & SIR 99 1/14/2011
Mo"V'e�'ai
-8-k
Lane Configurations
tt
if
Vi
tt
if
Ideal Flow (vphpl)
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
1900
Grade (%)
-3%
10%
0%
0%
Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
Frt
1.00
0.98
1.00
0.96
1.00
1.00
0.85
1.00
1.00
0.85
Fit Protected
0.95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1796
3515
1681
3224
1770
3539
1583
1770
3539
1583
Fit Permitted
0.95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (perm)
1796
3515
1681
3224
1770
3539
1583
1770
3539
1583
Volume (vph)
111
320
53
204
502
190
130
1274
231
158
942
90
Peak -hour factor, PHIF
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
Adj. Flow (vph)
121
348
58
222
546
207
141
1385
251
172
1024
98
RTOR Reduction (vph).
0
9
0
0
27
0
0
0
83
0
0
43
Lane Group Flow (vph)
121
397
0
222
726
0
141
1385
168
172
1024
55
Turn Type
Prot
Prot
P rot
Perm
Prot
Perm
Protected Phases
7
4
3
8
5
2
1
6
Permitted Phases
2
6
Actuated Green, G (s)
12.9
27.2
21.0
35.3
15.8
67.0
67.0
17.8
69.0
69.0
Effective Green, g (s)
12.4
26J,
21.0
35.3
15.8
68.5
68.5
17.8
70,5
70.5
Actuated g/C Ratio
0.08
0.18
0.14
0.24
0.11
0.46
0.46
0.12
0.47
0.47
Clearance Time (s)
3.5
3.5
4.0
4.0
4.0
5.5
5.5
4.0
5.5
5.5
Vehicle Extension (s)
1.0
3.0
3.0
3.0
2.0
4.0
4.0
2.0
4.0
4.0
Lane Grp Cap (vph)
148
626
235
759
186
1616
723
210
1663
744
v/s Ratio Prot
cO.07
0.11
0.13
cO.23
0.08
cO.39
Co. 10
0.29
v1s Ratio Perm
0.11
0.03
v/c Ratio
0.82
0.63
0.94
0.96
0.76
0.86
0.23
0,82
0.62
0.07
Uniform Delay, dl
67.7
57.1
63.9
56.6
65.2
36.4
24,8
164.5
29.6
21.8
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2
27.0,
2.1
43.2
22.4
14.5
6.1
6.8
201.4
0.8
0.1
Delay (s)
94.7
59.2
107.1
79.0
79.7
42.5
25.5
84.9
30.4
21.9
Level of Service
F
E
F
E
E
, D
C
F
C
C
Approach Delay (s)
67.4
85.4
43.0
37.0
Approach LOS,
E
F
D
D
HCM Average Control Delay
53.2 HCM Level of Service D,
HCM Volume to Capacity ratio
0.87
Actuated Cycle Length (s)
150.0 Sum of lost time (s) 16.0
Intersection Capacity Utilization
83.4% ICU Level of Service E
Analysis Period (min)
15
c Critical Lane Group
Dick's Drive in 5:00 pm 1/1212011 2012 Without Project PM Peak Hour Synchro 6 Report
Transportation Engineering Northwest Page 2
Queues
1: 220th St SW & SR 99 1/14/2011
Lane Group
Lane Group Flow (vph)
121
406
222
765
141
1396
251
184
1035
98
v/c Rat - io
0.82
0.63
0.94
0.97
0.76
0.88
0.32
0.84
0.62
0.12
Control Delay
104.9
59.6
109.4
78.2
89 .2
45.8
12.2
94.0
331.4
7.9
belay
0.0
- -0. . 0
- 0.0
0.0
,
0.0
0.0
0.0
0.0
0.0
0.0
Total Delay
104.9
59.6
109.4
78.2.
89.2
45.8
12.2
94.0
33.4
7.9
Otue-ue Length 66th (ft-)
118
-"18'9
219
376
136
665
68
177
401
9
Queue Length 9�th (ft)
188
241
#386
#507
207
#862
131
#284
5�6
49
internal Link Dist'(ft)
837
1499
1312
259
Turn Bay Leingfl�(ft)
150
360
350
250
355
25b
Base Capacity (vph)
1.92.
736
235
800
248
1592
796
250
1658
.784
starvation Cap Reductn
0
0
0
0
0
01
0
0
0
0
$pillback Cap Reductn
0-
0
0
0
0
0
0
0
0
0
Storage Cap Reductn
0
0
0
0
0
0
0
0
0
keduced-vi6'Ratio
0.63
0.55
0.94
0.96
0.57
0.88
0.32
0.74
0.62
0.13
# 95th percentile volume exceeds capacity, queue may be longer
Queue shown is maximum after two cycles.
Dick's Drive in 5:00 pm 1/12/20112012 With Project PM Peak Hour Synchro 6 Report
Transportation Engineering Northwest Page 1
HCM Signalized Intersection Capacity Analysis
.
1: 220th, St SW & SIR 99
1 /14/2011
M-dy-ement --Ei�L-EBT-EBR-WEFL-\�VB-T'--\AFBR--t4-E�-L-NgT--NB-R
'BL
:SBT
SBR
Lane Configurations
1900
1900
1900
1900
1900
1000
1900
1000,
1000
1900
:1 goo.
1:900
.,[.Oeal...Flow.�(.vphpi).:..,::,
Grade
-3%
10%
0%
0%
,Total Lost time (s)
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.0
4.01
Lane Util. Factor
1.00
0.95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
1.00
. 0.98
1.00
6.96
1.00
1-.00
6.85
1.00
1.00
0.86
Fit Pro . tected
0 .95
1.00
0.95
1.00
0.95
1.00
1.00
0.95
1.00
1.00
Satd. Flow (prot)
1796
3515
1681
3221
. 1770
3539
1583
1770
3539
16 3
Fit Permi fted
0.95
1.00
b.95
1.00
0.9�
1.60
1.00
0.95
1.00
1.010.
Satd. Flow (perm)
1796
3515
1681
3221
..1770
3539
1583
1770
3539
1 ' 583
Volume (vph)
111
320
53
204
506
198
130
1284
231,
169-
952
Pe - ak-hour factor, PHF
0.92
0.92
0.92
10.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92
0.92,
Adj. Flow (vph)
121
348
58
222
550
215
141
1396
251
1�4
1.935
98
'RTOF�ked_Uction (vph).
0
- 9
0
0
27
0.
0
84,
0
0
43
Lane . G . roup Flow (vph)
121
367
0
222
738
0
141
1396
167
184
1035
55
T-6.rn.Type
Prot
Prot
Prot
Perm
Prot
Perm.
Protected Phases
7
4
3
8
5
2
1
6
ermitted Phases
I Act uat ed . Gree . n, G (s)
12.9
27.5
21.0
35.6
15.8
65.9
65.9
18.6
68.7
68.7
Effective"Greeh, g (s)
12.4
.27.0
21.0
35.16
15.8
67.4
67.4
18.6
70.2
70.2
Actuated g/C Ratio
0.08
0.18
0.14
0.24
0.11
0.45
0.45
0.12
0.47
0.47
-5.5
- ance
Clear " - time (s)
3.5
-T.5
- �.o
4.0
4.0
5.5
6.5
4.0
5.6
Vehicle 'Extension (s)
1.0
3.0
3.0
3.0
2.0
4.0
4.0
2.0
4.6
4.0
Lane Grp Cap (vph)
148
633
235
764
186
1590
711
219
1656
741.
vis'Ra iio Prot
cO.07
0.11
0.13
cO.23
0.08
cO.39
cO.10
cO.29
. v/s Ratio Perm
0.11
o.o4
V�c' Ratio
0.82
0.63
0.64
0.97
0.76
0.88
0.24
0.84
0.62
d.07
I U . niform Delay, dl
67.7
56.8
63.9
56.6
65.2
37. , 6
25.4
64.2
30.0
&0
Progression Factor
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
1.00
Incremental Delay, d2 -
27.0
1.9
43.2
24.1
14.5
7.2
0.8
23.2
0.8
0
Delay (s)
94.7
58.8
107.1
80.7
79.7
44.8
26.2
87.5
30.8
22.1
Level -of Service
F
E
F
F
E
D
C
F
C
Approach belay (s)
67.0
86.7
44.9
38.1
Approach LOS
E
F
D
D
HCM Average Control Delay
54.4 HCM Level of Service D
HCM Volume to Capacity ratio
0.91
Actuated (Cy-cle Le' . ngth - (s)
1.50.0 Sumbf lost time (s) 20..0
Intersection Capacity'Utilization
84.7% ICU Level of Service
,Analysis Period (min)
.15
c Critical Lane Group
Dick's Drive in 5:00 pm 1/12/2011 2012 With Project PM Peak, Hour Synchro 6 Report
Transportation Engineering Northwest Page 2
. C;
HCS2000: Unsignalized Intersections Release 4.1f
TWO-WAY_`STOP CONTROL SUMMARY
Analyst: JGT
Agency/Co.: TENW
Date Performed: 01/12/2011
Analysis Time Period: PM Peak
Intersection: #2-South Driveway & SR 99
Jurisdiction: WSDOT/City of Edmonds
Units: U. S. Customary
Analysis Year: 2011 Existing
Project ID: Dick's Drive In
East/West Street: South.Driveway
North/South Street: SR 99
Intersection Orientation: NS Study period (hrs):
0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound
Southbound
Movement 1 2 - 3 1 4
5
6
L T R L
T
R
Volume 1559
1148
9
Peak -Hour Factor, PHF 0.92
0.92
0.92
Hourly Flow Rate, HFR 1694
1247
9
Percent Heavy Vehicles
Median Type/Stora.ge Undivided
RT Channelized?
Lanes 2
2 0
Configuration T
T TR
Upstream Signal? Yes
No
Minor*Street: Approach Westbound
Eastbound
Movement 7 8 .9 10
11
L T R 'L
T
R
Volume
30
Peak Hour Factor, PHF
0.92
Hourly Flow Rate, HFR
32
Percent Heavy Vehicles
2
Percent.Grade (%) 0
0
Flared Approach: Exists?/Storage
Lanes.
1
Configuration
R
Delay, Queue Length, and Level of Service
Approach NB S8 Westbound
Eastbound
Movement 1 4 1 7 8 9
1 10 11
12
Lane Cc'nfig I
I .
R
v (vph)
C (m) (vph)
v/C
95%.queue length
Control Delay
LOS
Approach Delay
Approach LOS
14.1
B
J2
426
0.08
0.24
14.1
B
HCS2000: Unsignalized Intersections Release 4.1f
TW6-WAY STOP CONTROL SUMMARY
Analyst:
Agency/Co.: TENW
Date Performed: 01/12/2011
Analysis Time Period: PM Peak
Intersection: #2-South Driveway & SR 99
Jurisdiction: WSDOT/City of Edmonds
Units: U. S. Customary
Analysis -Year: 2012 Without Project
Project ID: Dick's Drive In
East/West Street: South Driveway
North/South Street: SR 99
Intersection Orientation: NS Study period (hrs):
0.25
Vehicle Volumes and Adjustments --
Major Street: Approach Northbound
Southbound
Movement 1 2 3 1 4
5
6
L T R L
T
R
Volume 1575
1159
9
Peak -Hour Factorr PHF 0.92
0.92
0.92
Hourly Flow Rate, HFR 1711
1259
9
Percent Heavy Vehicles
Median Type/Storage Undivided
RT Channelized?
Lanes 2
2 0
Co nfiguration T
T TR
,
upstream Signal? Yes
No
Minor Street: Approach Westbound
Eastbound
Movement 7 8 9 10
11
12
L T R L
T
R
Volume
30
Peak Hour Factor, PHF
0.92
Hourly Flow Rate, HFR
32
Percent Heavy Vehicles
2
Percent Grade M 0
0
Flared Approach: Exists?/Storage
Lanes
I
Configuration
R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound
Eastbound
Movement 1 4 1 7 8 9
10 11
12
Lane Config
R
v (vph)
32
C(m) (vph)
422
v/C
0.08
95% queue length
0.24
Control Delay
14.2
LOS
B
Approach Delay
14.2
Approach LOS
B
. 4.4 IL
HCS2000: Unsignalized Intersections Release 4.1f
TWO-WAY STOP CONTROL SUMMARY
Analyst: JGT
Agency/Co.: TENW
Date Performed: 01/12/2011
Analysis Time Period: PM Peak
Intersection: 02-South Driveway & SR 99
Jurisdiction: WSDOT/City of Edmonds
Units: U. S. Customary
Analysis Year: 2012 With Project
Project ID: Dick's Drive In
East/West Street: South Driveway
North/South Street: SR 99
Intersection Orientation: NS Study period (hrs): 0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
Volume
1593
1171 12
Peak -Hour Factor, PHF
0.92
0.92 0.92
Hourly Flow Rate, HFR
1731
1272 13
Percent Heavy Vehicles
Median Type/Storage
Undivided
RT Channelized?
Lanes
2
2 0
Configuration
T
T TR
Upstream Signal?
Yes
No
Minor Street: Approach WestbOund Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 41
Peak Hour Factor, PHF 0.92
Hourly Flow Rate, HFR 44
Percent Heavy Vehicles 2
Percent Grade M 0 0
Flared Approach: *Exists?/Storage
Lanes 1
Configuration R
Delay, Queue Length, and Level of Service
Approach NB SB Westbound Eastbound
Movement 1 4 7 8 9 10 11 12
Lane Config R
v (vph)
C (m) (vph)
v/c
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
14.6
B
44
417
0.11
0.35
14.6
B
HCS2000: Unsignalized -Intersections Release 4-lf
TWO-WAY STOP CONTROL SUMMARY
Analyst:
Agency/Co.: TENW
Date Performed: 01/12/2011
Analysis Time Period: PM Peak Hour
Intersection: #3 - North Driveway &
SR 99
Jurisdiction: WSDOT/City of Edmonds
Units: U. S. Customary
Analysis Year: 2011 Existing
Project ID: Dick's Drive In
East/West Street: North Driveway
North/South Street: SR 99
Intersection Orientation: NS
Study period (hrs):
0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound
Southbound
Movement 2 3
1 4
5
6
L T R
L
T
R
Volume 16 1543
1147
59
Peak -Hour Factor, PHF 0.92 0.92
0.92
0.92
Hourly Flow Rate, HFR 17 1677
1246
64
Percent Heavy Vehicles 2
Median Type/Storage TWLTL
1
RT Channelized?
No
Lanes 1 2
2 1
Configuration L T
T R
Upstream Signal? Yes
No
Minor Street: Approach Westbound
Eastbound
Movement 7 8 9
10
11
12
L T R
L
T
R
Volume
22
10
Peak Hour Factor, PHF
0.92
0.92
Hourly Flow Rate, HFR
23
10
Percent Heavy Vehicles
2
2
Percent Grade M 0
0
Flared Approach: Exists?/Storage
Lanes
1 1
Configuration
L R
Delay, Queue Length, and
Level of Service
Approach NB SB Westbound
Eastbound
Movement 1 4 1 7 8
9
10 11
12
Lane Config L
L
R
v'(vph) 17
23
10
C(m) (vph) 524
175
429
v/C 0.03
0.13
0.02
95% queue length 0.10
0.44
0..07
Control Delay 12.1
28.7
13.6
LOS B
D
B
Approach Delay
24.1
Approach LOS
C
" I � A-
HCS2000: Unsignalized Intersections Release 4.1f
TWO-WAY STOP CONTROL SUMMARY
Analyst:
Agency/Co.: TENW
Date Performed: 01/12/2011
Analysis Time Period: PM Peak Hour
Intersection: f3 - North Driveway & SR 99
Jurisdiction: WSDOT/City of Edmonds
Units: U. S. Customary
Analysis Year: 2012 without Project
Project ID.- Dick's Drive In
East/West Street: North Driveway
North/South Street: SR 99
Intersection Orientation: NS Study
period (hrs):
0.25
Vehicle Volumes and Adjustments
Major Street: Approach Northbound
Southbound
Movement 1 2. 3
4
5
6
L T R
L
T
R
Volume 16 1558
.1158
60
Peak -Hour Factor,-PHF 0.92 0.92
0.92
0.92
Hourly Flow Rate, HFR 17 1693
1258
65
Percent Heavy Vehicles 2
Median Type/Storage TWLTL
RT Channelized?
No
Lanes 1 2
2 1
Configuration L T
T R
Upstream Signal? Yes
No
Minor Street: Approach Westbound
Eastbound
Movement 7 8 9
10
11
12
�L T R
L
T
R
Volume
22
10
Peak Hour Factor, PHF
0.92
0.92
Hourly Flow Rate, HFR
23
10
Percent Heavy Vehicles
2
2
Percent Grade M 0
0
Flared Approach: Exists?/Storage
Lanes
1 1
Configuration
L R
Delay, Queue Length, and Level of
Service
Approach NB SB Westbound
Eastbound
Movement 1 4 7 8 9
10 11
12
Lane Config L
L
R
v (vph) 17
23
10
C(m) (vph) 518
173
425
v/c 0.03
0.13
0.02
95% queue length 0.10
0.45
0.07
Control Delay 12.2
29.0
13.7
LOS B
D
B
Approach Delay
24.3
Approach LOS
C
a N 11
HCS2000: Unsignalized Intersections Release 4.1f
TWO-WAY STOP CONTROL SUMMARY
Analyst: JGT
Agency/Co.: TENW
Date Performed: 01/12/2011
Analysis Time Period: PM Peak Hour
Intersection: #3 - North Driveway & SR 99
Jurisdiction: WSDOT/City of Edmonds
Units: U. S. Customary
Analysis Year: 2012 With Project
Project ID: Dick's Drive In
East/West Street. North Driveway
North/South Street: SR 99
Intersection Orientation: NS Study period (hrs):
Vehicle Volumes and Adjustments
Major Street: Approach Northbound Southbound
Movement 1 2 3 4 5 6
L T R L T R
0.25
Volume
39
1554
1158 70
Peak -Hour Factorr PHF
0-.92
0.92
0.92 0.92
Hourly Flow Rate, HFR
42
1689
1258 76
Percent Heavy Vehicles
2
Median Type/Storage
TWLTL
RT Channelized?
No
Lanes
1
2
2 1
Configuration
L
T
T R
Upstream Signal?
Yes
No
Minor Street: Approach Westbound Eastbound
Movement 7 8 9 10 11 12
L T R L T R
Volume 37 24
Peak Hour Factor, PHF 0.92 0.92
Hourly Flow Rate, HFR 40 26
Percent Heavy Vehicles 2 2
Percent Grade M 0 0
Flared Approach: Exists?/Storage
Lanes
Configuration L R
Approach
Movement
Lane Config
v (vph)
C (m) (vph)
v/C
95% queue length
Control Delay
LOS
Approach Delay
Approach LOS
Delay, Queue Length, and Level of Service
NB SB Westbound Eastbound
1 4 1 7 8 9 10 11 12
L L R
42
40
26
513
167
425
0.08
0.24
0.06
0.27
0.89
0.19
12.6
33.2
14.0
B
D
B
25.7
D
� W) Ij
Appendix B
2012 Traffic Volume Estimates
Dick's Drive -In
PM Peak Hour Turning Movement Volume Forecasts
�.�-t"ate = 1.0% JCRY sesl%Grwthftt.
Existing Year = 2011
1 Future Year = 2012
'1161
Enter Emt Total Enter Exit Total
40 39 79 10 10 20
2011 Existing 2012 Baseline Project Distribution Project Trips Passby Trips 2012 With Project
SIR 991220th St SIN:
SR 991220th St sw
SR 991226t" St SW
SR 99 1220th St SIN
SR 99 1 220th St SW
aft 991220th St SIN
715 11111 11111
4.163 491
479 52 202 702
122 ill lgo 8::
20 4,205 502
484 53 7
100%% 20%130%
110%
30%
4 2
0 2
0 11
0
0 0
726 198 908
ffll 4,24.1 506
484 53 204 721
—Te I
-:In�ase 10%
at A
Pro;aa Share 1.0%
2
1 SR 991 So Uth Driveway
2
SR 99 1 SoUth Driveway
2
SR 99 1 8—th Driveway
2
SR99/$6MhDrlveway
2
SR 99 1 South Driveway
SR 99 1
7F T
0
9 _�O
30 30 2.746 0
-F---T-
9 0 0 0
_O 2.773 0
30 30 0
D
5% 0%
25% 25% 105% 0%
2 0
10 0
0
0
12
�OE 2..11
41 41 0
% Inmass 1 0%
Project Share= 1.5%
all 9i) Norm 6rl Leway ... .......
3
SR9 9 I,NorlK Driveway, .........
3
SR 99 1 North Driveway
SR99LNorth Driveway
3
99'1 North Drl'
SR veway .... ....
3
.. we,
75 0
32 0
10
ri Lq
76 22 0 0
0 2,825
32 10 0 0
I I
66% 25% 0%
125%
55% % 0%
2. ffo 0
21 0
12
7
2 7
7 0
12
37 0 0
0 2.881 0
60 24
Lq
% Increase l.D%
I
Project Share 1.7%
Transportation Engineering Northwest, LLC
Date Printed: 1114/2011
Page 1 of 1
Appendix C
Trip Generation Calculations
Trip Gen
Land Use
PM Peak
Daily
New
Code
Size
x
Enter
Exit
Trips
Trips
Method
Fast -Food Restaurant with Drive -Through Window
.934
3.8
1,000sf
=0.52*J3 I
=J3-H3
I =C3*33.84
=MROUND(C3*496.12,50)
average
20% Reduction of Restaurant Land Use for Pass -by Trips
-
=-SUM(13:13)*$L$4
I =-SUM(J3.,J3) *$L$4
=-SUM(K3:K3)*$L$4
0.2
Net Trip Generation
—.=-SUM(H3:H3)*$L$4
=SUM(H3:H4) —
=SUM(I :14)
I=SUM(J3:J4)
=SUM(K3:K4)
Page 1
Transportation Engineering NorthWest, LLC Mernora urn
Aj'ri,
DATE: April 1, 2011
TO: Bertrand Hauss, P.E.. 0:—
City of Edmonds Traffic Engineer
4", k3313 &5"� 42
0 C ,
� % tA.-- ,k, I
k4. % is I
FROM: Michael J. Read, P.E.
Transportation Engineering Northwest, LLC k'%NAL
RE: Dick's Drive -In Restaurant — Traffic Impact An alysis Supple RES 2 / 28 IT
This memorandum supplements the Dick's Drive -In Restaurant Traffic, Im act Analysis,
P
January 31, 2001, TENW in response to City comments prepared on March 18, 2011, for
Application #blc[20110095. The response addresses each of the City co'niments as follows:
Response to Comment 1 — Count Analysis at Site Driveway onto 120'h! Street: As we.
discussed during our telephone conversation, the existing Top Food's site -driveway onto
220'h Street SW was not an identified as a study intersection. during traffic 'study scoping, an I d
given its limited use by patrons for the proposed Dick's Drive -In Restaurant on the north
end of the site, was not counted during our traffic observations in 2011 As such, the City
concurred that no level of service impact analysis would be required at this' location. For trip
tracking purposes, an estimated 20 p.m. peak hour project trips would utffi;z:,e this driveway,
and therefore, would not result in any significant adverse traffic impacts.
Response to Comment 2 — Collision History at Northern Driveway: XENW reviewed
historical collision records maintained by the City of Edmonds Police Department between
220 h Street SW and 212" Street SW along SR 99. This statistics were reviewed during a
three year period from January 1, 2008 through December 31, 2010, and were
comprehensive in nature, including identifying collisions that occurred within private parking
lots along SR 99. Attachment A summarizes collisions that occurred at key intersections
along SR 99, including 212'h Street SW, 216' Street SW, and 220 h Street' S\V. Collisions
occurring within 100 feet of these intersections were considered to occur at'thc intersection.
Also, noted and separated out were those collisions that are; considered ."mid -block" in the
vicinity of the northern driveway along SR 99. As shown in Attachment A � 6 collisions
were reported at 212th Street, 11 collisions at 216'h Street SW, and 44 collisions at 220'h Street
SW during the three year period. No fatalities were reported within the. roadway segment
studied.
Mid -block collisions were reported from distances north of * 220" Strect'SW'and
216" Street SW. For collisions reported as being south of 216 h Street SW.
identified %rithin the three year period, both of which were more than ;t Per r
proposed northern driveway vicinity (i.e., more than 200 feet away), and th6refc
?
considered to be related. For collisions reported as being north of 220" S
were reported, of which, only one occurred within immediate the vicinity of the
driveway (approximately 600 feet north of 220thStreet SV/) and did not'res.
www.tenw.com
PO Box 65254 # Seattle, WA 98155
Office/Fax (206) 361-7333 + Toll Free (888j 220-7333
STREET
N1B
RESU
A -72011
PR
FL E %WILDING DEPARTMENT
01TY OF 60MONDS
Dick's Drive -In Restaurant — Traffic Impact Analysis Supplement
April 1, 2011
Page 2
within the three year period. It should be noted that in addition to this'colhsion, one
incident was reported to occur within the private driveway/parking lot are�alof the northern
driveway vicinity and also did not result in any injuries. As such, based on. our review of
historical collision records within the past 3 years, no collision statisticswer'� reported that
identified any safety issues or conflicts that occur within the vicinity of the existing Top
Food's northern driveway on SR 99 that would be utilized by the prop6sedDick's Drive -In
Restaurant.
Response to Comment 3 — Trip Distribution: A revised Figure 5 is incl6ded as
Attachment B to this response. The 5 percent noted on the west leg of the:220th Street SW,
and SR 99 intersection is an assumed directional split of traffic traveling w�c$tbound on 22 . Oth
Street SW that would continue west on 220th Street SW and* enter the site at the Top Food's
driveway on 220th Street SW rather than making a westboun'd right turning' 'movement onto
SR 99 and then a northbound left turning movement from SR 99 into the 'Top Food's site at
the northern driveway along SR 99.
Response to Comment 4 — WSDOT Reference: Comment noted, this -was a typo in our
reference to a standard plan within the WSDOT Design Ma'nual.
Response to Comment 5 — Grand Opening Traffic Control: During the entitlement
phase, neither the applicant nor TENW was focused on addressing the initi;lal "spike" that
sometimes occurs when opening certain retail establishments. While the applicant is
cognoscente of this potential, no specific traffic control pla n's are developed to address
"grand opening" traffic levels, as the owner is not expecting traffic loads that would generate
adverse operating conditions.
It should be noted however, that at all existing Dick's Drive -In Restaurant: stores, active
security is providing during peak demand periods that occur in late eveiiin 'hours on
weekends or special events. Security has always been at top priority of Dick's Drive -In
Restaurants and is provided by off -duty police officers from the local ju . risdiction. Dick's.
Drive -In Restaurants will utilize the same practice at the proposed Edmond's location, and -
would also have police presence during the grand opening events. These resources would
therefore be immediately available to provide active traffic Control if a derl�a:nd arises.
Based on TENW's review of the finalized site plan, an additional recom;men:dation to
address any potential spikes in traffic levels associated with grand openi.ng,of the restaurant
would include temporary restriction of vehicular access interior to the parking lot and close
proximity of the northern driveway to avoid any vehicle queuing or conflicts that could
occur adjacent to the proposed restaurant pad. Attachment C contains anmexhibit of this
temporary restriction (involving placement of traffic cones and temporary'signage) which
could be managed by on -site off -duty police officers, owners, or store rnana m
ge ent during,
the grand opening event.
Transportation Engineering Northwest, LLC
PO Box 65254 + Seattle; WA 98155
Office/Fax (206) 361-7333 # Toll Free (888) 220-7333
ATTACHMENT A
COLLISION HISTORY 1/1/2.008 TO 12/31/2010
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
Collision History along SR 99 between 212th Street SW and 220th Street SW
JANUARY 1, 2008 - December 31, 2010
I REF NO I DATE I TIME I OFFENSE
I LOCATION
STREETI
IMPACT PT
I STREEI72 I TRAF AREA PRIM MSE
JINJIFTLI
Highway 29 WW 212th Sbaot SW
09003670 20090925 211011 ACCIDENT -TRAFFIC
21200 HWY 99, EDMONDS WA 98275
212 ST SW
AT
HWY 99 STREET TOOCLS
0 0
08001728 20080501 163657 ACCIDENT -TRAFFIC
21200 HWY 99, EDMONDS WA 98275
HWY 99
15 FT N
212 ST SW STATEHWY DEFEQP
1 0
09001517 20090425 94324 ACCIDENT -TRAFFIC
21200 HWY 99, EDMONDS WA 98275
212 ST SW
25 FT W
HWY 99 STREET INATT,DUNKWN.OTHE
0 0
09004258 20091105 235502 ACCIDENT-TRF H&R ATT
21116 HWY 99, EDMONDS WA
HWY 99
160 FT N
212 ST SW STREET YLDPES+INATT+BACK
0 0
08003442 20080819 135402 ACCIDENT -TRAFFIC
21200 HWY 99, EDMONDS WA 98275
HWY 99
20 FT N
212 ST SW STATEHWY YIELD,INATT+NOTDI
0 0
09001699 20090508 111140 ACCIDENT -TRAFFIC
21200 HWY 99, EDMONDS WA 98275
HWY 99
30 FT N
212 ST SW STATEHWY OTHER+DUNKWN
1 0
Three year average collision
history at Highway 99 and 212th Street SW
6
total collisions
2
injury collisions
4
property damage only collisions
Highway 99 and 216th street SW
09000688 20090307 202602 ACCIDENT -TRAFFIC
21600 HWY 99, EDMONDS WA
HWY 99
AT
216 ST SW STATEHWY YIELD-INATT+DUNKW
1 0
10004342 20101114 201620 ACCIDENT -TRAFFIC
21600 HWY 99, EDMONDS WA 98026
HWY 99
AT
216 ST SW STREET DUNKWN-TOOCLS
1 0
08003966 20080923 121948 ACCIDENT -TRAFFIC
21600 HWY 99, EDMONDS WA 98026
216 ST SW
AT
HWY 99 STREET TOOCLS+INATr+DUNK
0 0
10002099 20100609 115516 ACCIDENT-TRF H&R ATT
21600 HWY 99, EDMONDS WA
HWY 99
6 FT S
216 ST SW STATEHWY
0 0
09002226 20090617 102114 ACCiDENT-TRAFFIC
21600 HWY 99, EDMONDS WA 98026
HWY 99
20 FT N
216 ST SW STATEHWY TOOCLS+INATT�DUNK
0 0
09003452 20090910 142925 ACCIDENT -TRAFFIC
21500 HWY 99, EDMONDS WA 98043
HWY 99
30 FT N
216 ST SW STATEHWY INATT+DUIA+INTRCT
1 0
10000962 20100313 202448 ACCIDENT -TRAFFIC
21600 HWY 99, EDMONDS WA
216 ST SW
35 FT W
HWY 99 STREET INATT+DUNKWN
0 0
100DO058 26160106 3MTbdl
21M HWY 99, EDMONDS WA98M
HWY 99
to FrT S
216. ST SW STATEHWY' DtRA'
a- 0
08002232 20080605 153559 ACCIDENT -TRAFFIC
21600 HWY 99, EDMONDS WA 98026
HWY 99
100 FT N
216 ST SW STATEHWY TOOCLS+INATT+DUNK
2 0
08004126 20081004 132210 ACCIDENT -TRAFFIC
21558 HWY 99, EDMONDS WA
HWY 99
100 FT N
216 ST SW STATEHWY TOOCLS+DOUTSD
0 0
10001350 20100414 150151 ACCIDENT -TRAFFIC
21558 HWY 99, EDMONDS WA
HWY 99
100 FT N
216 ST SW STATEHWY INATT+INTRCT+TOOC
0 0
Three year average collision
history at Highway 99 and 216th Street SW
11
total collisions
4
injury collisions
7
property damage
only collisions
Mid -Block Collisions South of 216th Street SW on Highway 99
10001449 20100422 81609 ACCIDENT -TRAFFIC
21700 HWY 99, EDMONDS WA 98026
HWY 99
400 FT S
216 ST SW STATEHWY INATT�YIELD+DOUTS
1 0
09000885 20090307 152302 ACCIDENT-TRF H&R ATT
21600 HWY 99, EDMONDS WA 98026
HWY 99
600 FT S
216 ST SW STATEHWY TOOCLSIINATT+DUNK
0 0
Note: As these mid -block collisions occurred more than 200 feet north of the northern driveway access, they were not considered to be in the driveway vicinity
Source: Edmonds Police Department, March 2011. Page 1 of 3
Collision History along SR 99 between 212th Street SW and 220th Street SW
JANUARY 1, 2008 -December 31, 2010
I REF NO I DATE I TIME I OFFENSE LOCATION I STREET1 I IMPACT -PT I STREET2 ITRAIF_AREA1 PRIM -CAUSE 11INJIFTLI
QG -.4 11fth V� ftW
08000101 20080107 215903ACCIDENT-TRAFFIC 22000 HWY 99, EDMONDS WA
08000293 20080122 111201 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
08001129 20080318 145142 ACCIDENT -TRAFFIC 22001 HWY 99, EDMONDS WA
08001630 20080424 225044 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
08002135 20080529 163752 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
00421IS-1
09000540 20090210 94911 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09GO1661 20090506 72706 ACCiDENT-TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09002344 20090624 140355 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09003139 20090820 114548 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09004616 20091204 201631 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10001460 20100422 181422 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10003096 20100819 115130 ACCIDENT-TRF H&R ATT 22000 HWY 99, EDMONDS WA 98043
10003927 20101017 141736 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA
10004300 20101112 53930 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10000191 20100116 234610 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10000822 20100304 83600 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10003499 20100915 203623 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
08004763 20081117 123836 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10001207 20100402 133247 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
08001641 20080425 151917 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09000557 20090211 151746 ACCIDENT -TRAFFIC 220 ST SW, EDMONDS WA
09000651 20090218 135831 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
08002641 20080630 190150 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10000743 20100226 232508 ACCIDENT -TRAFFIC 21900 HWY 99, EDMONDS WA 98043
10003321 20100903 94656 ACCIDENT -TRAFFIC 21917 HWY 99, EDMONDS WA 98043
0M711 Z*062119 M732 OW 22WHWY99,E0MOWSWA98W
09001959 20090528 75408 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
10000675 20100221 182357 ACCIDENT-TRF H&R AT7 22100 HWY 99, EDMONDS WA 98026
10001237 20100404 204032 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
08000660 20080216 15252 ACCIDENT-TRF H&R ATT 22000 HWY 99, EDMONDS WA 98043
08003767 20080909 113351 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
G8001019 20080311 180959 ACCIDENT-TRF H&R ATT 22000 HWY 99, EDMONDS WA 98043
09GO2114 20090608 182322 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09004056 20091023 140635 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS INA 98043
08003217 20080805 123925 ACCIDENT -TRAFFIC 220 ST SW, EDMONDS WA
09002499 20090707 140741 ACCIDENT -TRAFFIC 21900 HWY 99, EDMONDS WA 98043
08000240 20080118 174743 ACCIDENT -TRAFFIC 22130 HWY 99, EDMONDS WA
08001833 20080508 143621 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA
08004694 20081113 64705 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09003738 20090930 123444 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09000773 20090227 163404 ACCIDENT -TRAFFIC 22000 HWY 99, EDMONDS WA 98043
09002160 20090611 152023 ACCIDENT -TRAFFIC 21900 HWY 99, EDMONDS WA 98043
10004614 20101208 61043 ACCI DENT-TRF H&R ATT 22000 HWY 99, EDMONDS WA 98043
Three year average collision history at Highway 99 and 220th Street SW
HWY 99
AT
220STSW
STATEHWY YIELD-INATT,NOTDI
1 0
HVVY 99
AT
220 ST SW
STREET OTHER+NOTDIS
1 0
HWY 99
AT
220 ST SW
STATEHWY TOOCLS+INATT+DUNK
0 0
SR 99
AT
220 ST SW
STATEHWY TOOCLS+NOTDIS+LIG
2 0
HWY 99
AT
220 ST SW
STATEHWY DUNKWN
0 0
HWY 99
AT
220 ST SW
STATEHWY TOOCLS+INATT+DUNK
0 0
HWY 99
AT
220 ST SW
STATEHWY TOOCLS+INATT+DUNK
0 0
HWY 99
AT
220 ST SW
STATEHWY SPEEDR+INATT+DUNK
0 0
HWY 99
AT
220 ST SW
STATEHWY TOOCLS+OTHER-INAT
0 0
HWY 99
AT
220 ST SW
STATEHWY NONE+NOTDIS
1 0
HWY 99
AT
220 ST SW
STATEHWY NONE+NOTDIS
1 0
HWY 99
AT
220 ST SW
STATEHWY YLDPES+INATT
1 0
HWY 99
AT
220 ST SW
STATEHWY TOOCLS+INATT+DOUT
0 0
HVVY 99
AT
220 ST SW
STATEHWY LIGHT+INATT+DUNKW
3 0
220 ST SW
AT
HWY 99
STREET NONE+NOTDIS
1 0
220 ST SW
AT
HWY 99
STREET TOOCLS+INATT+DUNK
0 0
220 ST SW
AT
HVVY 99
STATEHVV1( LIGHT+INATT
0 0
220 ST SW
AT
HWY 99
STREET BACKNG-DEFEQP+DUN
0 0
220 DST SW AT
HWY 99
STREET TOOCLS+DUNKWN
0 0
220 ST SW
AT
HWY99
STREET YIELD+INATT+DUNKW
0 0
220 ST SW
AT
HWY 99
STREET TOOCLS+INATT+DOUT
0 0
220 ST SW
AT
HWY 99
STREET INATT+BACKNG+DUNK
0 0
HWY 99
12 FT N
220 ST SW
STATEHWY TOOCLS+iNATT+DUNK
2 0
HWY99
20 FT N
220 ST SW
STATEHWY BACKNG+INATT+DUNK
0 0
HWY 99
20 FT N
220 ST SW
STATEHWY IMPTRN
0 0
220 ST SW
2D FT W
StfttEt _ WlA+TOOCLS4AXJNKW
1 0
220 ST SW
20 FT W
HWY 99
STREET INATT+BACKNG+DUNK
0 0
220 ST SW
25 FT E
HWY 99
STREET DUNKWN+BACKNG
0 0
HWY99
30 FT N
220 ST SW
STATEHWY OTHER+NOTDIS+AFAT
0 0
220 ST SW
30'EAST OF
HWY 99
STREET DUIA+TOOCLS+INATT
2 0
220 ST SW
30 FT W
HWY 99
STREET TOOCLS+DOUTSD
0 0
220 ST SW
60 FT E
HWY 99
STREET INATT+IMPTRN+DUNK
0 0
220 ST SW
50 FT E
HWY 99
STREET TOOCLS+INATT+DUNK
2 0
220 ST SW
50 FT W
HWY 99
STREET INATT+NOTDIS
0 0
HWY 99
60 FT N
220 ST SW
STATEHWY TOOCLS+INATT+DUNK
0 0
HWY 99
80 FT N
220 ST SW
STATEHWY TOOCLS+INATT+DINS
1 0
HWY 99
80 FT N
224 ST SW
STATEHWY TOOCLS-DOUTSD
1 0
220 ST SW
70 FT W
HV4Y 99
STREET YIELD+U-TURN+DUNK
0 0
220 ST SW
-80 FT W
HWY 99
-STREET YIELD+IMPTRN+NOTD
1 0
220 ST SW
85 FT W
HWY99
STREET TOOCLS+DUNKWN
1 0
220 ST SW
100 FT W
HWY 99
STREET YIELD+IMPTRN+DUNK
0 0
HVVY 99
100 FT N
220 ST SIN
STATEHWY IMPTRN+INAT-T+DUNK
0 0
HWY 99
100 FT N
220 ST SW
STATEHWY INATT+YIELD+DOUTS
0 0
44 total collisions
16 injury collisions
28 property damage only collisions
Source: Edmonds Police Department, March 2011. Page 2 of 3
Collision History along SR 99 between 212th Street SW and 220th Street SW
JANUARY 1, 2008 - December 31, 2010
REF_NO I DATE I TIME I OFFENSE I
LOCATION
STREETI
I tMPACTPT
I STREET2 ITRAFLAREA1 PRIM —CAUSE
I-Iffq
Mid -Block Collisions North of 220th Street SW on Highway 99
10004615 20101208 60521 ACCIDENT -TRAFFIC
22000 HWY 99, EDMONDS WA 98043
HWY 99
140 FT N
220 ST SW STATEHWY IMPTRN,INATF-DOUT
0 0
10000310 20100125 182007 ACCIDENT -TRAFFIC
21900 HWY 99, EDMONDS WA 98043
HWY 99
150 FT N
220 ST SW STATEHWY TOOCLS+DUNKWN
0 0
10004620 20101206 143336 ACCIDENT -TRAFFIC
22000 HWY 99, EDMONDS WA 98043
HWY 99
220 FT N
220 ST SW STATEHWY INATT+TOOCLS+DINS
1 0
08002247 20080606 173238 ACCIDENT -TRAFFIC
22000 HWY 99, EDMONDS WA 98043
HWY 99
300 FT N
220 ST SW STATEHWY NONE+NOTDIS
1 0
08005320 20081229 144739 ACCiDENT-TRAFFIC
22000 HWY 99, EDMONDS WA 98043
HWY 99
300 FT N
220 ST SW STATEHWY YIELD+DUNKWN
1 0
10002750 20100725 130403 ACCIDENT -TRAFFIC
22000 HWY 99, EDMONDS WA 98043
HWY 99
600 FT N
220 ST SW STATEHWY NOSTOP+INATT+DUNK
0 0
09000987 20090316 115658 ACCIDENT -TRAFFIC
21700 HWY 99, EDMONDS WA
HWY 99
816 FT N
220 ST SW STATEHWY YIELD+INATT+DUNKVV
2 0
09003561 20OW 8 114007 ACCIDENT -TRAFFIC
21420 HWY 99, EDMONDS WA
HWY 99
500 FT N
216 ST SW LOT TOOCLS+INATT+DUNK
0 0
Note: Mid -block collisions between 450 and 650 feet north of 220th Street were considered to be in the vicinity of the existing northern driveway access that would serve the proposed Dick's Drive-in
Restaurant, and one was recorded within the Parking Lot of Top Foods.
As such. of these reported mid -block collisions only I collision within the last 3 years was reported to be in the vicinity of the existing driveway access and one occurred within the Parking Lot area off of Highway
Source: Edmonds Police Department, March 2011. Page 3 of 3
ATTACHMENT B
MODIFIED TRIP DISTRIBUTION FIGURE
Transportation Engineering Northwest, ' LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
TAW
(Not to Scale)
Transportation Figure 5 Dick's Drive-in
Engineering Project Trip Distribution': Edmonds, WA
NorthWest, LLC
(Revised for Supplement); Trafflc Impact Study
ATTACHMENT C
TEMPORARY TRAFFIC CONTROL PLANWITHIN
PARKING LOT AREA IN VICINITY OF NORTHERN
DRIVEWAY
Transportation Engineering Northwest, LLC
PO Box 65254 * Seattle, WA 98155
Office/Fax (206) 361-7333 * Toll Free (888) 220-7333
J.t�l
I W',
Transportation
Engineering
NorthWest, LLC
66
F.
Install Temporary
Signage to Direct
Traffic to Interior
Parking Lot for
Grand Opening
Install Temporary
Traffic Control
Cones to Block
Traffic within First
0 Feet of Restaurant
/*
Temporary Traffle Control
For Grand Opening,'
D
31e)
Dick's Drive-in
�dmonds, WA
Traffic Impact Study
KALLSEN
A R C H I T E C T U R E
28 June 11
Marie Harrison
REVISION
Senior Permit Coordinator
City of Edmonds
JUN 28 2011
Development Services Department
121 - 5th Avenue North
WILDING DEPARTMENT
Edmonds WA 98020
CITY OF EDMONDS
T 425-771-0220
F 425-771-0221
Dick's Drive -In - Edmonds
Curb Ad ustment
i
Project Address 219 10 - HWY 99 Edmonds WA 98026
Parcel No. 00580700004008
Pre -Application Meeting No. PRE2010-00015, 12 Dec 20 10
We submit three copies of Site Plan page 1 and Landscape Plan page 26 in support of a
proposed adjustment to curbs within the eastern parking lot of subject project, described
as follows:
1. Omit the two wheel stops closely east of parking stalls # 28 and #29 (Plot Plan 1 / 1).
2. Omit the curbs, and pave through the intervening area at the two narrow curb
islands closely east of parking stalls #24 - 27 and #30 - 32 (Plot Plan 1 / 1).
The reason for this adjustment is to remove barriers to traffic circulation within the
eastern parking lot.
Please note that the affected areas do not qualify as "planters", nor are they used in our
Type V planter area calculation (Landscape Plan 12/26).
Please contact me if you require any clarifications or further documentation of this
proposed adjustment.
gn Professional)
85 SOUTH WASHINGTON SUITE 301 SEATTLE WA 98104 TEL 206-382-1679
phil@kallsenarchitecture.com
PLANNING DATA
New Commercial I Multi -Family Projects
Name: Dr
Date:
Site Address--
Plan Check #: BLD - 2-0 t 00`7 S—
(T-aK
Project Description:
Use(s) Proposed:
Allowed Use: (Y40 / NO)
CUP File Number:
To Allow What Uses:
Legal Nonconforming Land Use Determination Issued: (YES I
Reduced Site Plan Provided: � JE I NO)
Zoningife
Map Page:
6'0 c)
Com Pla
I V,�RVUt ip n -
Occi ig
Comer Lot: (YES /09) (L
Flag Lot(!9 N , 0) q1 /�w y OVAJ-,
AD6 File Number (date waived): -A (t(AftkotArea:
Plans Match ADB Approved: (YES NO)
A(W I
Shoreline Required: (YES I
Critical Areas Determination #: Zo 1 (200 6
IJ Study Required
,kf-Waiver
SEPA Determination: Ltooc crr- If
Exempt
00 C
S7 u lTro,
Needed (for sites with 500 cubic yards of gradinZ-g orUith�i-nk4f4je(k4 (g(t Woun r Lak
Ballinger. Requires: (1) Fee, (2) Environmental Checklist, and (3) APO List with notarized form)-
1ZdqiJh7ed:S&thqcks
Street:
Side:
Rear:
Actua1$qtba&ks
Street-
Sid
R
Lot Coverage/FAR Required: 111111"q—
Lot Coverage/FAR Provided:
Lot Coverage/FAR Calculations:
Datum Point:
Datum Elevation: —
Maximum Height: -75
Actual Height:
Subdivision: 5-02 -2 1�
Lot Aggregation Required.- P/O
caping
Landscaping Matches ADB Approved:
Landscaping Bid Provided: I NO)
&
Bond Amount (100% Bid)
S
Plan Review By:
0� ap/A
a-V
t-do
PLANNING DATA. STREETF:I��]
New Commercial / Multi -Family Projects
66�� W
erch _-Par*ihg.A
Business Name
Type/Use
Parking
Ratio
Tenant
Area
Required
Parking
0(--
U-&
t " �0-4
-w,
I
Iq
otal Parking Required:
Total Parking Pro vided:
# Bedrooms per Dwelling Unit
Parking Ratio
# Units
ired
�Parklirng
a
Studio
1_21D.U_
I Bedroom
1.51D.U.
2 Bedrooms
�8/0u.
3 + Bedrooms
2.01D.U.
Total Parking Required.
Total Parking Provided-,
Plan Review By-
1 "trim cap
Plex Faces
.030 Aluminum Ri
TRUCTION & MOUNTING DETAIL
iurn 2 or 6'on center 3/8"all thread
)olted with 2"x 2"L-Iron back if metal studs
iurn 2 or 6'on center 3/8"rated
ision bolts onto concrete
nurn 2 or 6'on center 3/8"lag
hru L-Iron to wood structural member
nurn 2 or 6'on center 3/8"x 6"toggle bolts
Transformer Can
A 1/2" Flex to primary power
— Discount Switch
APR 05 2011
DEVELOPMENT SERVICES
COUNTER
BERRY NEON,
5 1 G IN S Y S T E M S
7400 Hardeson Rd
Everett, WA 98203
(425) 776.8835
Fax (425) 774.8221
newpermits@berryneonsigns.com
19
,Act
Structural Technology Consultants
Woman C�vned I Ceftried Small Business
,Providing Prixtinal Solutions
(I
Wednesday, July 20, 2011
Tracie Skiles
BERRY NEON SIGN SYSTEMS
7400 Hardeson Road
Everett, WA 98203
Re: Dick's Drive Inn
21910 Hwy 99, Edmond, WA
STC Project: 1384-41
Dear Ms. Tracie Skiles,
Per your request, STC has evaluated the use of an alternate footing size of 4'4' x 4'-0" x 8�-6"
depth. After analyzing the alternate footing design we concluded this footing size is adequate
for the 2Y-0" tall sign.
Please contact STC if you have any questions.
0 S N9Regards, (Jf w4s
M
Duane]. Gee E. 46286
-GIST
"SIONA L EX�"'
0"I REET FILE
7827 Convoy Court, Suite 406 1 San Diego, California 92111
(858) 278-2400 1 (800) 681-8106 1 FAX (858) 278-2424 1 signengineer@stcsd.com I www.signengineer.com
Grease Interceptor Sizing Worksheet
Facility Name: Dick's Drive -In
Address: 21910 Hwy 99, Edmonds, WA
• A Grease Interceptor permit is required ($365.00 fee). Contact the Pretreatment Technician
(425-672-5755) if you have any questions and also to get signature approval on this form.
• Per Edmonds City Code the minimum sized Grease Interceptor permitted is 500 gallons.
Maximum sized unit is 4,000 gallons.
NUMBER OF MEALS SERVED AT PEAK HOUR
Based on the total number ofseats and average timeper meal.
Lounge and bar seating is counted at 20%.
WASTE FLOW RATE (Choose one)
• With Dishwashing Machine ...................... 6 gallon flow
• Without Dishwashing Machine ................ 5 gallon flow
• Single Service Kitchen* ............................. . 2 gallon flow
• (Food Waste Disposer ....................... add 1 gallon flow)
RETENTION TIME S (Choose one)
• Commercial Kitchen Dishwasher ............. 2.5 hours
• Single Service Kitchen* ............................. 1.5 hours
STORAGE FACTORS (Choose one)
0 Full Service Kitchen 0-12 hour operation: .......... I
e Full Service Kitchen 12-20 hour operation: ........ 2
Full Service Kitchen 24 hour operation: ............. 3
Single Service Kitchen*: ....................................... 1.5
(Alternate factor for occasional use kitchen .........
A= 300
B=
C= i-S
D=
Minimum Interceptor Size (liquid capacity) A x B x C x D
*A single service kitchen refers to a restaurant where disposable dishware is used and
dishwashing operations are therefore greatly reduced.
------------- — ----------------------- (For City use only below this line)
Remarks: Sizing determined after discussing food characteristics, the grease interceptor and its
performance at the highest meal volume Dick's Drive-in. This approved sizing is assuming that the
food service will not have a dishwasher. Note: A dishwasher will require a 2000 gal minimum grease
interceptor. Sizing discussed with Ken F. of Dick's Drive -In.
Size Approved: 1500-2000 gal. Approved by: 1;n�n Date: 1-24-11
V Pretreatment Technician
[Rev. Feb. 20041 1`11ECEIVED
FEB 14 2011
CITY OF EDMONDS
t1q10 _W�k�aj qj
�*ttk X\k-IK
After Recordin2 Return To:
City Clerk
City of Edmonds
121 — 5'h Avenue N.
Edmonds, WA 98020
Grantors:
Grantee:
Legal Description:
Tax Parcel Nos.
Reference No.:
(06505/T330786,D0Cj
STREET FILE
Ll u
NO EXCISE TAX
REQUIRED
OCT 2 4 2011
KIRKE SIEVERS, SnohoNA Cou* TrOaS414f
By KIRKE SIEVERS -
201110240649 13 PGS
10/24/2011 4:16�m RAO
SNOHOMISH COUNT , ASHINGTON
WATERLINE EASEMENT AGREEMENT
BRIAR DEVELOPMENT COMPANY LLP
a Washington limited liability partnership
HAGGEN, INC.
a Washington corporation
DICK'S DRIVE-INS, LTD., L.P.
a Washington limited partnership
CITY OF EDMONDS
a Municipal corporation
LOTS I AND 2, CITY OF EDMONDS SHORT PLAT RECORDED
UNDER AUDITOR'S FILE NO. 200307295008 j _sno 4oftt�sk Co
005807-000-040-07; and 005807-000-040-08
N\A
WATERLINE EASEMENT AGREEMENT
This WATERLINE EASEMENT AGREEMENT (the "Agreement") is made this
day of October, 2011, by and between BRIAR DEVELOPMENT COMPANY LLP, a
Washington limited liability partnership ("Briar"), HAGGEN, INC., a Washington corporation
("Haggen"), DICK'S DRIVE-INS, LTD., L.P., a Washington limited partnership ("Dick's")
(Briar, Haggen, and Dick's collectively referred to as "Grantor"), and the CITY OF EDMONDS,
a Municipal corporation ("COE" or "Grantee") (Briar, Haggen, Dick's, and COE may hereinafter
be referred to individually as a "party" or collectively as the "parties").
RECITALS
A. Briar is the owner of the property situated in Snohomish County, Washington and
legally described in Exhibit "All attached hereto and made a part hereof (the "Briar Property").
B. Haggen has a leasehold interest (the "Haggen Lease") in the Briar Property, upon
which it operates a TOP Food and Drug store.
C. Dick's is the owner of the property situated in Snohomish County, Washington
and legally described in Exhibit "B" attached hereto and made a part hereof (the "Dick's
Property").
D. In connection with the construction of improvements upon the Dick's Property,
COE requires a utility easement across the Briar Property and Dick's Property to install, operate,
and maintain an underground waterline for the Dick's Property.
E. Briar, Haggen, and Dick's are willing to grant such an easement in accordance
with this Agreement.
NOW, THEREFORE, in consideration of the mutual covenants contained herein, the
parties hereto agree as follows:
I . Grant of Easement. Briar, Haggen, and Dick's do hereby grant and convey to
COE and its successors and assigns, a permanent non-exclusive easement for: the installation,
operation, and maintenance of an underground waterline for the benefit of the Dick's Property
over, across, through, and below the Briar Property and Dick's Property, but only to the extent of
those portions legally described and diagrammed in Exhibit "C" attached hereto and incorporated
herein by this reference (the "Easement Area"), and the further right to remove trees, bushes,
undergrowth, and other obstructions interfering with the location, construction, and maintenance
of said underground waterline, together with the right of reasonable access to the Easement Area
for the stated purposes. Notwithstanding the foregoing or anything in this Agreement or
otherwise to the contrary, Grantor shall have the right to use the Easement Area for any use not
inconsistent with the purposes of this Agreement.
(06505/-r330786.DOC) 2
2. Costs of Construction and Maintenance. COE has already, at COE's cost and
expense (pursuant to an earlier agreement with Dick's) installed the underground waterline within
the Easement Area (the "Waterline"). If Briar, Haggen, or Dick's gives COE notice of reasonable
maintenance that needs to be performed on the Waterline, Easement Area, Briar Property, or
Dick's Property as a result of normal wear and tear, failure of, or defects with the Waterline and
COE does not perform such maintenance or repair within thirty (30) days from the date of said
notice (or sooner as reasonably necessary in the case of an emergency), Briar, Haggen, and/or
Dick's will be entitled to perform such maintenance or repair and COE will be liable to such
respective party for the costs of such maintenance or repair.
3. Relocation of Waterline. Each Grantor has the right at any time to relocate that
portion of the Waterline within the Easement Area upon a minimum of forty-five (45) days'prior
written notice, provided that such relocation:
a. Will not interfere with or diminish the utility services to Dick's or the
Dick's Property;
utility;
b. Will not reduce or unreasonably impair the usefulness or function of such
C. Is performed without cost or expense to the other parties;
d. Will be completed using materials and design standards which equal or
exceed those originally used; and
e. Shall have been approved by the owner of the Dick's Property (such
approval not to be unreasonably withheld or delayed) as well as any utility company and the
appropriate governmental or quasi-govem-mental agencies having jurisdiction thereover.
Documentation of the relocated easement area shall be the relocating party's
expense and shall be accomplished as soon as possible. Dick's shall have a right to require an as -
built survey of such relocated utility be delivered to it at the expense of the party that relocated or
caused the relocation of the Waterline.
4. Compliance with Laws and Rules. The parties shall at all times exercise their
rights herein in accordance with all applicable statutes, orders, rules and regulations of any public
authority having jurisdiction or claiming jurisdiction over the subject easement or Waterline.
5. Work Standards. All work to be performed on the Briar Property, Dick's Property
or Waterline pursuant to this Agreement shall be in a careful and workmanlike manner, free of
claims, and liens. Upon completion of any maintenance work on the Waterline,
the party causing the work to be performed shall remove (or cause to be removed) all debris and
restore the surface of the Easement Area as nearly as possible to the condition in which it was at
the commencement of such work. It is specifically acknowledged that the party performing or
(06505/-r330786.DOC) 3
causing any such work will not unnecessarily hinder or impact the ingress, egress, or use of the
Briar Property, Dick's Property, or the Easement Area, and will provide a minimum of seventy-
two (72) hours advance written notice (or notice after the fact in case of an emergency) to Briar,
Haggen, and Dick's of access to the Easement Area and/or Waterline.
6. Release and Indemnit . Each party does hereby release, indemnify, and promises
to defend and save the others harmless from and against any and all liability, loss, damage,
expense, actions, and claim, including costs and reasonable attorneys' fees, incurred by any of the
other parties in defense thereof, asserted or arising directly or indirectly on account of or out of
acts or omissions of a party and/or the party's employees or agents in the exercise of the rights or
the performances of the duties contained herein, including, but not limited to those resulting from
any personal injury, death, property damage, water pollution, hazardous waste contamination,
hazardous substances contamination, damage to fish or wildlife, or fish or wildlife habitat,
damage to natural resources, or, environmental harm, arising out of or in connection with the
Waterline and use of or access to the Briar Property, Dick's Property, or Easement Area.
7. Duration. The term of said easement shall be indefinite and shall continue until
revoked by the mutual agreement of Briar, Dick's, and COE or their respective heirs, successors,
or assigns. Said easement is intended to and shall run with the land and the benefits and burdens
of the easement herein created shall pass to the heirs, successors and assigns of the parties in and
to their respective properties benefited and burdened by these easements.
8. Specific Performance. If any party shall default in its obligations under this
Agreement, the parties each acknowledge that it would be extremely difficult to measure the
resulting damages. Accordingly, any nondefaulting party, in addition to any other rights or
remedies, shall be entitled to restraint by injunction of a violation, or attempted or threatened
violation, or any condition or provision of this Agreement, or to a decree specifically compelling
performance of any such condition or provision. In such event, all parties hereto each expressly
waive their defense that a remedy in damages or at law would be adequate.
9. Liens. COE shall not allow any mechanics, laborers, materialmen's, or any other
lien of any type or nature whatsoever to be placed against the Easement Area, Briar Property, or
Dick's Property arising out of any activity thereon by COE or its agents or employees. If any lien
is placed against the Briar Property, Dick's Property, or Easement Area as a result of or incident
to any such activity, COE shall within ten (10) days of notice from Briar, Haggen, or Dick's to
either: (1) cause the same to be released and discharged of record; or (ii) at COE's expense, cause
a title insurance company acceptable to the affected party to issue insurance to said party and any
lender designated thereby insuring over such lien, whether pursuant to deposit or bond.
10. Invalidation. If any provision of this Agreement is held to be invalid by any court,
the invalidity of such provision shall not affect the validity of the remaining provisions.
11. Notices. All notices, demands, statements, and requests (collectively the "notice")
required or permitted to be given under this Agreement must be in writing and shall be deemed to
(06505rF330786.DOC) 4
have been properly given or served as of the date hereinafter specified: (i) on the date of personal
service upon the person to whom the notice is addressed or if such person is not available the
date such notice is left at the address of the person to whom it is directed,,(ii) on the date the
notice is postmarked by the United States Post Office, provided it is sent prepaid, registered or
certified mail, return receipt requested, and (iii) on the date the notice is delivered by a courier
service (including Federal Express, Express Mail, Emery or similar operation) to the address of
the person to whom it is directed, provided it is sent prepaid, return receipt requested. The
address of the signatories to this Agreement is set forth below:
Dick's- Dick's Drive -Ins, Ltd., L.P.
4426 — 2nd Avenue N.E.
Seattle, WA 98105
Attn:, Jim or Walt Spady
With a copy to: Lasher Holzapfel Sperry & Ebberson PLLC
601 Union Street, #2600
Seattle, WA 98101
Attn: Eugene W. Wong
Briar: Briar Development Company LLP
P.O. Box 29060
Bellingham, WA 98228-1060
-Attn: Gary Hall
With a copy to: GordonDerr, LLP
2025 First Avenue, Suite 500
Seattle, WA 98121
Attn: Joel M. Gordon
Haggen: Haggen, Inc.
2211 Rimland Drive
Bellingham, WA 98226
Attn: C.E.O. & C.F.O.
With a copy to: Akerman Senterfitt
One SE Third Avenue, #2500
Miami, FL 33131
Attn: Carl D. Roston & Martin G. Burkett
COE: City of Edmonds
121 — 5'h Avenue N.
Edmonds, WA 98020
Attn: City Clerk
106505/-r330786.DOC) 5
Each party,shall have the right from time to time and at any time, upon at least ten
(10) days' prior written notice thereof in accordance with the provisions hereof, to change its
respective address and to specify any other address within the United States of America;
provided, however, notwithstanding anything herein contained to the contrary, in order for the
notice of address change to be effective it must actually be delivered. Refusal to accept delivery
of a notice or the inability to deliver a notice because of an address change which was not
properly communicated shall not defeat or delay the giving of a notice.
12. Cost and Attorneys' Fees. If any party hereto shall bring any suit, arbitration or
other action against another for relief, declaratory or otherwise, arising out of this Agreement, the
prevailing party shall have and recover against the other party, in addition to all costs and
disbursements, such sum as the Court, or arbiter may determine to be a reasonable attorneys' fees.
13. Non Waiver. The failure of a party to insist upon strict performance of any of the
terms, covenants, or conditions hereof shall not be deemed a waiver of any rights or remedies
which they may have hereunder or at law or equity and shall not be deemed a waiver of any
subsequent breach or default in any of such terms, covenants, or conditions.
14. Not a Public Dedication. Nothing herein contained shall be deemed to be a gift or
dedication of any of the other lot or a portion thereof to the general public, or for any public use
or purpose whatsoever. Except as herein specifically provided, no right, privileges or immunities
of any party hereto shall inure to the benefit of any third -party person, nor shall any third -party
person be deemed to be a beneficiary of any of the provisions contained herein.
15. Binding Effect. The terms of this Agreement and all easements granted hereunder
shall constitute covenants running with the land and shall inure to the benefit of and be binding
upon the signatories hereto and their respective successors and assigns who become parties
hereunder. Haggen shall remain a party until such time as the Haggen Lease is terminated or
otherwise expires by its terms or Haggen is otherwise released from its obligations. thereunder.
This Agreement is not intended to supersede, modify, amend, or otherwise change the provisions
of any prior instrument affecting the land burdened hereby.
16. Singular and Plural. Whenever required by the context of this Agreement, the
singular shall include the plural, and vice versa, and the masculine shall include the feminine and
neuter genders, and vice versa.
17. Counterparts and Signature Pages. This Agreement may be executed in several
counterparts, each of which shall be deemed an original. The signatures to this Agreement may
be executed and notarized on separate pages, and when attached to this Agreement shall
constitute one complete document.
18. Documents. Each party to this Agreement shall perform any and all acts and
execute and deliver any and all documents as may be necessary and proper under the
(06505/T330786.DOC) 6
circumstances in order to accomplish the intents and purposes of this Agreement and to carry out
its provisions.
19. No Merger. It is the express intent of the parties that the easement granted
hereunder shall not merge with the fee interest in the Briar Property or Dick's Property. The
terms of this Agreement, to the extent specifically inconsistent with other agreements or
respective rights of the parties, shall supersede such inconsistencies.
IN WITNESS WHEREOF, the parties have caused this Agreement to be duly signed as of
the day and year first above written.
BRIAR:
BRIAR DEVELOPMENT COMPANY LLP
a�,�hington limited lilility partnership
0
-RAC-k%e-?i 42- Rpnoe-A V
Its: jj
HAGGEN:
HAGGEN, INC.
a Washington corporation
By, f4
Its:
DICKS:
DICK'S DRIVE-INS, LTD., L.P.
a Washington limited nership
!=:7 —
1z
B #,Py
Its. VP OF Oftp 6ep
C I-ry
C
CO/Z(
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[NOTARY BLOCKS ON FOLLOWrNG PAGE]
f06505/-r330786.D0Cj 7
STATE OF WASHINGTON )
ss.
COUNTY OF
I certify that I know or have satisfactory evidence that 4,1;CM0,& g, _ signed this
instrument, on oath stated that he/she was authorized to execute ee instrument and
acknowledged it in his/her capacity as the P^r-V-A<-C of Briar Development
Company LLP to be the free and voluntary act of such partnership for the uses and purposes
mentioned in the instrument.
Dated this IZ-6 day of October, 2011.
�Jjt%jjlll I fill,, 4,11'.
$,�T H
4:
'0 0130
5r - 19.2 b"
WAS'*
STATE OF WASHINGTON )
) ss.
COUNTY OF Wv-la�con-% )
C"� zs�� w'qq I
(Signature)
(Printed Name) s�,Arc
Notary Public in and for the State
of Washington, residing at
My commission expires L4. Ig - m
I certify that I know or have satisfactory evidence that , -P<y,-, 5k-Vcn,�, signed this
instrument, on oath stated that he/she was authorized to execute the instrument and
acknowledged it in his/her capacity as the 0 F n of HAGGEN, INC. to be the
free and voluntary act of such company for the uses and purposes mentioned in the instrument.
Dated this 12-:J�n day of October, 201 L
CaION
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0 1 - 1
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1111"1111111100%
11
(Signature)
(Printed Name)* L.h. -S-qr1110C�.r5k1
Notary Public in and for the State
of Washington, residing at
My commission expires
(06505rr330786.DOC) 8
STATE OF WASHINGTON )
) ss.
COUNTY OF KI A/
I certify that I know or have satisfactory evidence that \/ / 114 5 P19 41 signed this
instrument, on oath stated that he was authoij*zed to execute the instrument and acknowledged it
in his capacity as the Vpor C01tip W
,pf DICK'S DRIVE-INS., LTD., L.P. to be the free
and voluntary act of such limited partnership for the uses and purposes mentioned in the
instrument.
U
Dated this 1 -1 day of October, 2011.
Notary Publit
State of Washington
JEAN MILLER
My:'Appo!ntment Expires Mar 1.�2.0.14
STATE OF WASHINGTON )
COUNTY OFSW�j ss.
0�1 /oil rblvm.. . ��
(Sigfaqre),�-
(PriWName) (,-km md(ez
Notary Public in and for the S4te
of Washington, residing, at �0' /
My commission expires 3-) -'?-01 L4
_73H ent at(d acknowledged it
I certify that I know or have satisfactory evidence that (�49AWZ-Iigned this
instrument, on oath stated that he was authorized to execute e in itrum
in his capacity as the ::2?2,g
of the CITY OF EDMONDS to be the free and
voluntary act of such municip'alit�/for the uses and purposes mentioned in the instrument.
Z-4-
Dated this day of October, 2011.
%4 Orq
(Bignature) _ I
(Printed Name)< jlj-1�114 1'2�, S&111�11
Notary Public in and for the State
of Washington, residing at
My commission expires 9
(06505rF330786.DOCI 9
EXHIBIT "A"
(Briar Property)
LOT 1, CITY OF EDMONDS SHORT PLAT RECORDED UNDER AUDITOR'S FILE
NUMBER 200307295008, RECORDS OF SNOHOMISH COUNTY, WASHINGTON,
BEING A PORTION OF TRACTS 40, 41 AND 42, SOLNER'S FIVE ACRE TRACTS,
ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 7 OF PLATS, PAGE
25, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, LOTS 4 THROUGH 9,
BLOCK I AND LOTS 6 THROUGH 11, BLOCK 2, PINE -LAND ADDITION,
ACCORDING TO THE PLAT THEREOF, RECORDED IN.VOLUME 13 OF PLATS,
PAGES 50 AND 51, RECORDS OF SAID COUNTY, LOTS 6 THROUGH 11, WILLERS
ADDITION, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME 14 OF
PLATS, PAGE 13, RECORDS OF SAID COUNTY, AND PORTIONS OF VACATED
219TH STREET S.W. AND VACATED 218TH STREET S.W.
SITUATE IN THE COUNTY OF SNOHOMISH, STATE OF WASHINGTON.
[END OF EXHIBIT "A"]
106505/T330786.DOCI 10
EXHIBIT "B"
(Dick's Property)
LOT 2, CITY OF EDMONDS SHORT PLAT RECORDED UNDER AUDITOR'S FILE NUMBER
200307295008, RECORDS OF SNOHOMISH COUNTY, WASHINGTON, BEING A PORTION OF
TRACTS 40, 41 AND 42, SOLNER'S FIVE ACRE TRACTS, ACCORDING TO THE PLAT
THEREOF, RECORDED IN VOLUME 7 OF PLATS, PAGE 25, RECORDS OF SNOHOMISH
COUNTY, WASHINGTON, LOTS 4 THROUGH 9, BLOCK I AND LOTS 6 THROUGH 11,
BLOCK 2, PINE -LAND ADDITION, ACCORDING TO THE PLAT THEREOF, RECORDED IN
VOLUME 13 OF PLATS, PAGES 50 AND 51, RECORDS OF SAD) COUNTY, LOTS 6 THROUGH
11, WILLER'S ADDITION, ACCORDING TO THE PLAT THEREOF, RECORDED IN VOLUME
14 OF PLATS, PAGE 13, RECORDS OF SAID COUNTY, AND PoRnoNs OF VACATED 219TH
STREET S.W. AND VACATED 218TH STREET S.W.
SITUATE IN THE COUNTY OF SNOHOMISK STATE OF WASHINGTON.
[END OF EXHIBIT "B"I
�06505/T330786. DOC I I I
EXHIBIT "C"
(Easement Area)
TMT POR77ON OF LOT 7, CITY OF EDMONDS SHORT PLAF RECORDED UNDER
AUDfTOR'S ;7LE NUAl&-R 200307295008. RECORDS OF SNOHOMISH COUNTY
w-SPoNGTON. DESCRiOED, AS FOuOwS. COAMENCINO AT THE SOUTHEAST CORNER
Or LOT Z sAiD 5HORT PL4T.- tHrAce AtoNc rHE SoLIMERLY LINE OF -WD LOT
2 THE FOLLOWNC COURSES AND DISTAWCES. N42*34'OJ"# 12.14 FEET, THENCE'
NJ4r27'51'# 38.33 M7 TO A CURW TO THE L&7 HAWNG A RADIUS OF 7750
FEET AND AN ARC LENGTH OF 8.49 FEET TO A POINT Or r&XDVCY, THENCE
N64*16'jf-# 121,Z4 FLrr TO THE POW OF &EGINNING fOR A WATERLINE
EASEMENT GRANTED TO THE CfrY OF EUMONn 580MOVISH COUNTY; WASWAICTON
LOC-47ED ON AFORESAID LOT 1; THENCE S25*10'00'W 84.77 FEET; THENCE
N64*50'00V FO.00 FTJ7.- THENCE N25*?0'00*E 84.87 FEET; THENCE S64*50'00T
10.00 F-V*ET TO THE POINT OF BEGINNING
CONTAINING 848:t 5041ARE F=
THAT PORnON OF LOT 2. CITY OF EDMONDS SHOW PLAT RECORDED UNDEP
AUDITOR'S FILE NUAIRER 200JO72950013. RECORPS OF SNONOMISH COUNTY,
WASHINGTON. DESCRIBED AS FOLLOAS- COMME&MG AT THE 50UTNr-45r CORNER
OF SAID LOT 2, THENCE ALONG TUE SOUNERLY LINE OF SAID LOT 2 THE
roLLowwo COURSES AND DISTANCLES: N42'34'OJ'W 72.14 FEET nzy,��
NJir27'5fl# 38.J3 r&C7 TO A CURV?F TO THE LEFT WOW A RADIUS OF )750
FEa AND AN ARC 4ENGIN OF t�49 PUT TO A POiNT OF TANGENCY; IMENCE
.A;54'16'Jl'W 121.24 MET 70 THE PO,'NT OF BEGYNN!NG FOR A WATERLWE
EASEME14r CRAN7ED ro rHE CITY OF EDMONDS, SNOMOMSH COUNTY, KASHINGTON
LOCATED ON AMAESAID LOT 2, N64'50'00'W 10.00 jrFET. THENCE N25*101001E
2q..S8 Ffrr, THENCE 564',SO'DOT 791 j�ffT TO AN rXISM17 BOWING: THENCE
ALONG TNE S4/0 BUILDING UNE THE FOLLOW40 COURSES AND DISTANCES;
S25'43'29'W Y2.13 I=, THENCE S64'09'58'E 2.21 F-c*E7;- THENCE DEPAR77NG
SAID qujLDjtjG Lim S25,10�OOV 17.3;,, pEfT To The PoiNT or t3ojwwa
CONTAINING ZM:t SOUARE FECT.
[BALANCE OF PAGE LEFT BLANK]
f
,06505/T330786.DOC� 12
N2.5-10,00T 84.87'
6- il' ;�� \
E-7
5257-01-00" V 84.77' .6
1*1 'too.
4
L INE TASL
L I N47-34'03'N 12,14'
L2 N,36-27'517W 38.JJ'
-3 N64'50'00'W raoc'
L4 564'50'W-E FO,00'
\_R- f7.50. L5 N25*101001E 29.38*
L=8, d9' L6 S64'50'00'E 7.9 1'
,7 S2
5"4J29'w )2- fJ'
L8 564'09'56T 2.21'
L9 S25'10'00'W 17-32'
TYPICAL PARX;NG
7vmAmar—a',' �Coku
( E COR,
SE CORNER. LOT 2) LOT I
.5CALE: 1' 40'
EXHIRIT PREPARED FOR DICKS ORAIF-INS
DRAWN 8): t;RA
lfll� MCRONES & ASSOC.
N -11
I N—A
M An LAND SURVEYORS
AIX
sw" (4Zv Iku-Mv
SHEET 2 OF 2
[END OF EXHIBIT "C"]
f
,06505/T330786.DOCI 13
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0 IN
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D/F INTERNALLY ILLUMINATED FREE-STANDING SIGN W/ BARE TUBE NEON ARROW
ALL BACK-PAINTED.1 77 CLEAR ACRYLIC FACES (COLORS: PMS 1655C ORANGE. PMS 109C YELLOW, PIVIS 483C BROWN, PIVIS 485C RED, BLACK & 404 OR 804 BLUE -WHITE LACRYL))
INTERNAL 800MA H.O. FLUORESCENT ILLUMINATION
X C=
Z
NEON ARROW =ALUMINUM CONSTRUCTION PAINTED PMS 485C RED W1 EXPOSED 30MA CLEAR RED NEON (1 5MM)
SIGN FRAMES, CABINETS &ARROW = ALL ALUMINUM CONSTRUCTION
09
0 A
CABINETS & POLES PAINTED MATTHEWS #42216 POLYURETHANE ORANGE (EXCEPT "DICK'S DELUXE" CABINET = MATTHEWS POLYURETHANE BLACK RETAINERS)
Job Name:
DICK'S DRIVE IN Scale: 1/2"= 1 '- 0" Designer: IVIARTYJOHNSON
IQ Berry Neon Sign Systems, Inc. All Rights Reserved
Unauthorized use, reprod cti,n, and or display sheik render the Infringer
tiable for up to $150.000 In Statutory Damage,, pi—st-rey, fee—rd costs,
foreach infrinitern-It, under the U.S. Copyright Act (17U.S.C.412 & 5041
C]APPROVEDASIS 0 APPROVED W/ CHANGES AS MARKED
Site Address:
EDMONDS WASHINGTON Date: Rev
1/28/2011 -2/2/113/17/113/17/11
CLIENT APPROVAL!
Sales Rep:
JAY STARR Design No. 012811DICKS File Name: DICICS.SCV
S16-TuRE
B F R R Y NOTE: If this fit, be, be,, R,d or taxed it maybe out of scat,. NOTE: This Color Drawingt, a si—tation of the proposed color—rd should be —Ifled Ith,ctu,t starlets.
DATE APPROVED:
_ 0 W
T�� F
SIGN SYSTEMS
Office IDeliveries: 7400 Hardeson Road, Everett, WA 98203 M (425) 776-883 5 M (800) 488-2430 ID Fax: (425)774-8221 to E-Mail: info@Berryneonsigns.com
e
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a) -1 X11 -.11 —
wo�> rX 11 1 1 11
C-T. 7�
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EAST ELEVATION SCALE: 3/16"= 1'- 0"
ELEVATION SHOWING PROPOSED OPEN FACE PAN CHANNEL DISPLAY
RECFEIVED
APR 0 5 2011
DEVELOPMENT SERVICES
COUNTER
Job Name: DICK'S DRIVE IN Scale: AS NOTED Designer: MARTY JOHNSON Q Berry Neon Sign Systems, Inc. All Rights Reserved Ej APPROVED AS IS APPROVED W/ CHANGES AS MARKED
Site Address: EDMONDS WASHINGTON Date: 3/30/2011 Rev. 3/17/2011 Unauthorized use, reproduction, and or display shalt render the infringer CLIENT APPROVAL:
0. Sates Rep: JAY STARR Design No. 012811 DICKS File Name: DICICS.SCV liable for up to $150,000 in Statutory Damages, plus attorneys fees and costs, SIGNATURE
B E R R Y NOTE: If this file has been emai(ed or faxed it maybe out of scale. NOTE: This Color Drawing is a simulation of the proposed colors and should be verified with actual materials. for each infringement, under the U.S. Copyright Act (17 U.S.C. 412 Et 5041 DATE APPROVED:
N E 0 N
SIGN SYSTEMS Office I Deliveries: 7400 Hardeson Road, Everett, WA 98203 M (425) 776-8835 M (800) 488-2430 m Fax: (425) 774-8221 M E-Mail: info@Berryneonsigns.com
.. . ..... ....... .
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................... ......... .... ... ..
..... ..... ............ ....... ............ ----------- - . ...... -*A,-0,PRlY6WAY . ...... ...............
..........
is O.Rly's ... . . .... ..
R=50. 00'
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DIV . . . . . . .
ED
04
oz;
p4
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It
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+ +
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+ +
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+ +
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+ +
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It
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it.
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co 0
PARKING STALL
pRopla-SE til c K, s DRIVE -IN
(TYP)
POOD, :57\ �le F.:,A C 11_17,1
DL_De_ + 9-� PZWTH�
+ + +
10
LANDSCAPE� + +
4
RS
3
,,-WHEEL STOPS
vmv,�-ril.tq FMNCe 40 (TYP)
J.3
�uL-L P F-FtIm F-7 F-P. (B 38
PfLtop. L�IN, a 7,30 L.F.) �c
34.
91
'49 IA
FR.F-F. o",
p y 6 o �4 I
Sig
as,
cl)
TRAFFIC AR
12
ROW/,f.;
A,
jo
IIA 0
R= 17 50'
'o,
L=8.49'
10
RE v
CENIFE D
I TL11-1-1
APR 0 5 2011
DEVELOPMEN,
E#E8'-
E 2 IF col
rT
1�
16ESIGN CODE- IBC 2009 wl ASCE 7 Provisions
units; pounds, feet u.n.o.
WIND (wind governs design)
,2.2 Basic Wind Speed: 85 Per ASCE 7-05, Fig. 6.1
Exposure C
Design Wind Pressures (psf)
Heights; 15 20.45
20 21.65
25 22.61
Area Force
Arm
Moment
9.8 201
4.9
988
29.1 594
11.7
6955
2.3 48
14.2
675
3.1 63
14.9
944
35.5 768
16.5
12639
4.7 101
18.5
1866
9.3 201
19.5
3923
50.4 1140
22.5
25641
144.1 3116
53630
Footing Design
IBC Table 1806.2 Sec. 1806.3.4
Footing Type:
square
Soil Pressure (100x2):
200
b 6.36
S, S x d/3 S, = 513
A 2.34P / S, x b A = 2.23
d =05A ( 1+[I+(4.36h/A)]'A)) d = 7.69
Formula Per IBC Section 1807.3.2.1
Footing size: 4'-6- x4'-6" x7'-9- Depth
Column Design
Pipe Steel - s 18" ASTM A53 Grade 8 / > 18" ASTM AP15L Grade 8
Moment at base (#-f t): 53,630
Required S (in 3); 30.6
Z = Moment x 12 / (1*21000)
H (ft) M (lb/f t) Z req'd. Size (in) lbs / ft t (in) Z (in 3) V (lb)
0.0 53,630 30.6 10.0 40.5 0.365 36.9
8.0 29,361 18.6 8.0 28.6 0.322 20.8 2952
6TfRUCTUFRAL TEC�4NOLOG;-T- CON6ULTANT6 INC.
IL321 CONVOY COURT, SUITE 406, SAN DIEGO, CA c32111 PHONE (858) 215-2400 FAX (555) 210-2424
PROJECT: E)ICK'S DRIVE IN, 21910 HWY V3, EDMONDS, WA SHEET: I OF 2
PROJ. NO.: 1354-41 DESIGNER: VH DATE: 03-31-11
CLIENT: IBERRY NEON SIGN SYSTEMS
I I I
11 � 4'-(,' 5Q.4
ELEVATION
GENERAL NOTES FOR POLES AND FOOTING:
1. CONCRETE DE51GN AS F'r-=2500 PSI., MIN.
SPECIAL INSPECTION NOT REQUIRED.
2. PIPE STEEL :5 18" A5TM A53 GRADE B.
3. ROLLED STEEL ASTM A36.
4. SIGN CA51NETRY SHALL BE FABRICATED IN THE
SHOP OF AN APPROVED FABRICATOR.
5. 501L PASSIVE PRE55URE BASED ON 2001315C
TABLE 1806.2 CLASS 5 MATERIAL. SPECIAL
INSPECTION NOT REQUIRED. (IF SOFT ORSANDY
SOIL, COLLAPSING OR UNSTABLE SOIL, ORGANIC
MATERIALS OR GROUNDWATER ARE
ENCOUNTERED, IMMEDIATELY CONTACT THE
ENGINEER OF RECORD FOR ADDITIONAL
w
FOUNDATION REQUIREMENTS.)
(b. SITE 15 NOT SUBJECTED TO WINE) SPEED-UP
C14
(A EFFECT (Kzt :5 1.0) AS DEFINED IN SECTION &.5.1.2
OF A5CE 1-05. CONTACT ENGINEER OF RECORD
IF SUCH EFFECTS ARE PRESENT.
1. PROVIDE PERIODIC SPECIAL INSPECTION FOR
FIELD WELDING PER IBC SECTION 1104.
8. STEEL: ALL WELDING SHALL BE PERF-ORMED BY
AN-5 CERTIFIED WELDERS USING E-10
ELECTRODES OR WIRES AND AWIS APPROVED
SYSTEMS AND PROCEDURES.
13. PROVIDE SLOPE AXAY FROM BASE OF POLE.
S 0 S 16
rjf WAS
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APR 0 5 2011
DEVELOPMENT SERVICES
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(TOP 4 BOT. OF SIGN, 2 MIN.)
SCALE� WS.
PL 3/a all PIPE
FIL 1/4
Y4" MIN. 1/4
Yell GA
L
4
4
" M I
y
AP
4
MAX. j
1/8 2-6
6
4 PLACES 1/4
(EVENLY 1/4 "2i--(-o
SPACED) 3/4 x 11/2
10" PIPE PL I
(,,\SPLICE DETAIL
IS w
0
0
Uj
Z
d) -i
0 Lj-
L)
Uj
IL
Z
d)'q
w
L) Z
w
LLI
L)
LU
X
LU
d)
1LU >- 1,
LLI
Z
LU
L Z
X wa,
ff a
LL
X�l
LLI
LU (L
X
Uj
3: uj
Y6
Q
Z
LU -1
W d=1
9
L11
LU
0
rw
DESIGN CODE- IBC 2009 wl ASCE 7 Provisions
UNITS: POUNDS, FT U.N.0
ASCE 7-05 Wind Loads
6.5.14 F=qh*&*Cf*A,
6.5.10 qh = 0.00256*WKzt*Kd*V2*I
K,t= 1.0 (unless unusual landscape)
I=
I for structural category II
Kh= table 6-3
Exposure
C
Kd= 0.85 for signs
I=
500 (constant for L, Table 6.2)
V= 85 mph
e=
0.2
6.5.8 G=0.925 ((1-1.7*g,*Iz*Q)/(1+1.7*gv*Iz)) or 0.85
C=
0.2
iz=c*(33/zy 1/6)
z=max(O.6*h, zmin)
zmin= 15
Load Combination Factor
1.0
9,= 3.4
gq= 3.4
Q=4( 1.0 / (1+0.63*(B+h)/LP.63
L,= 1*(z/33)'
sign
eiem. #
n
F+
qh
C7
s/n
B/s
f-f
pressure.
r
1
9.83
0.85
13.36
0.85
0.24
1.70
1.80
20.45
201
2
13.58
0.85
13.36
0.85
0.24
1.70
1.80
20.45
594
3
14.745
0.85
13.36
0.85
0.24
1.70
1.80
20.45
48
4
15
0.85
13.36
0.85
0.24
1.70
1.80
20.45
63
5
17.915
0.9
14.15
0.85
0.24
1.70
1.80
21.65
768
6
19.08
0.9
14.15
0.85
0.24
1.70
1.80
21.65
101
7
20
0.9
14.15
0.85
0.24
1.70
1.80
21.65
201
8
25
0.94
14.78
0.85
0.24
1.70
1.80
22.61
1140 1
sum: 3116
It &TIRUCTURAL TECHNOLOC-3r CONSULTANTE5 INC.
1521 CONVOY COURT, SUITE 40(o, SAN DIEGO, CA 52111 PHONE (656) 218-2400 FAX (855) 218-2424
'0 Lu
"w
6, 0
PROJECT: DICK'5 DRIVE IN, 21510 HWY '39, EDMONDS, WA
SHEET: 2 OF 2
z
PROJ. NO.: 1384-41 DESIGNER: !VH DATE: 03-31-11
CLIENT: IBERRY NEON SIGN SYSTEMS
SPLIC
V�. 11-02
M = 29361 lb-ft DI = 10 in tl
= 0.365 in FExx = 70 ksi
P = 1940 lb D2 = R in t2
= 0.322 in Gap = 1.375 in
H1 15 in
H2 13.625 in
z
d) -J
Cap PL Welding
H3 2 in
Neglect effect of upper ring
Cl M ( 12 HI = 29361 12) 15
23489 lb
02
L, a (DI) n(lo) 31.4 in
1/4 inj :5 t 1
0-
'0
Cl/1000 23.489
Lreq'd -- = --
[(0.3)(FExx)(1/16)(42/2)](16)(t.) (0.212) (70) (0.25
tp GUIDE RW3
4
10
6.3 in
9
CaR PL Bendin
r-2
Assume cap plate will carry all axial load
w
:r
Take 4 in (D2/2) strip 3/8
tw
Fy 36 ksi
C-3
L) Z
S (132/2) (t,)2/6 = 4 ( 0.375 )2 6
N PLACES
LU CK
3
0.0938 in
(131-132)/2 1 in
(EVENLY KJCK RING
SPACED) W. x L.
I -- L
=' I-
L) cl
M (P) [(D I -D2)/21 / 2
t
1940(1)/2 = 970 lb -in
w 3
fb M/S = 970 0.0938
a-
10341 psi
Fb 0.6(36000) 21600 psi lo
Lu >-
Q-M
Check Ring Slot Weldin
Ring Compression
z
w
Neglect effect of cap plate
(W, + 1/4") 1 �i-
C3 = C2
C2 = M ( 12"'.) H2
Neglect effect ofcap plate
= 29361 ( 12 13.625 25859 lb
Take quarter of inner ring
C2 25859
fa = -
x
"i
W, min = tl + 5/16 0.678 in
4(a x D2/4 I n x 8/4)
W, = 3/4 in jDM',V','-okj
4116 psi
I.- LU
L, = 2 x W, 1.50 in
F I a 0.6(36000) 21600 psi
UL
uj >
N 4
U
F C2/N 25859/4 6465 lb
To
'n T
fw F / (1, xWj
6465 / (1.5 x 0.75) 5747 psi
Fw (0.6FExx)/() = (0.6 x 70) 2.0
Uj L)
(L LU
21 ksi = 21000 psi
W
(L
W, min + 1/8 = 0.803 in
lose
13f WA S
0.
W, max Greater
4,
y: '!
2-1/4 x tl 0.821 in
0
1-0
z
W, max 0. 8 2 1 i n
C:)
Ls max 10 x tl 3.65 in ii
6286
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APR 0 5 2011
DEVELOPMENT SERVICES,
COUNTER
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SW 1/4, NW 1/4, Section 29, Township 27 N. , Range 4 E. , W.M.
- - -- - -- - -- - -- - -- - -- - -- - --
7 Civi engineer.
,71
TO NEAREST JOINT
__ 1400" C, S"'W"'
WING
M ENGIN
79M SEWARD PARK AVE S
SEATTLE WA 98118
�_ABOVE. WADE 0 R HOSED ir PHONE- (2D6) 725-1211
DISCHARGE OFACCEPTABLE
Site Address
sAwoff & REMOVE W�Nl& PROTECT 57-DRIJINATER TOjEX CB
EX ASPHALT (TYP) X SA
41 EX �GHT kajiN AFTER SETTILNG. REMOVE 22M ST SW & HIGHWAY 99
-TO _LN ��
11�i 41 EDMONDS, WA NWIS
_ 09107"Ir - . -1 - -
-HOSE
A Surveyor:
4, CRONES & ASSOC. LAND SURVEYORS
1 23806 190TH AVE SE
MIT. WA 98042
CONTACT: JEW CRONES
PHONII (425) 432-5930
SAVE & PROECT 01 11PH,="'j- /I ;' �; ,
PRINT SAVE & mricl
AS LONG AS EX SUECTRC LINE
HSTRU-n
GO DISTURBED
AREAS ADD .000 ON Utility providers:
PAID PER ROVID OR -RENT OR VIPROVED
FOR SEDIMENT SqNG SAWARY SEWERS, STORM DRAINAGE, WATER
CITY OF EDMONDS
PUBLIC WORKS DEPARTMENT
>
TRIANCULAR SILT
121 5TH AVENUE NORTH
DD(E (TYP)
EDMONDS, WA 98020
I . CONTACT' R08ERT S. ENGLISH
CITY ENGINEER
REMK)Vr EX CURB PHONEL (425) 771-0220
POWER NATURAL GAD
SAW & PROTECT SNOHOMISH C012M PUT) PUGET SOUND ENERGY
1111 75TIl STREET SW 151 1 1 GTH 1.1 11
EX CURB TO REMAN
MI ADDRESS: BELEVUE. WA 98004
PO . 11.7 - 2 - 000
:g WA SWUB �.j
-5773
EVI 225
(425) 347-4300
�__SAA & PROTECT I
E)( STRUCTURE
POr s- TO REMAIN Legend
OR CS
CCW WOR SHAUL PROVA PE
ENUCEPTOR SWALES AND,SUMPS AS
0 COLLECT
NECESSARY T PROPERTY LINE
a 'T
LADEN STORMWATER OUR C59"N EX CONTOUR (INDEX)
SUCH THAT IT IS NOT DISCHARGED OFF
T FOOPUM -------- EY CONTOUR
0 PUMP SM
R .20MOVIORt.L.
0 TE A PRIOR
0 TUFTY [FC ( I REMOVE ELECTRIC PROPOSED BUILDING
DI�IC ZIT SHE
IT G
I f±J/ LINE AS NECESSARY TO COMPOST FILTER SOCK
CONSTRUCT PROPOSED REMOVE EX LIGHT
IMPROVEMENTS .0. & Pwoq TRANAGULAR SU DIKE
STABIM CONSTRUCTION
SAWCUT LINE
f, . ........ I , \,COMPOST FILTER ASPHALT REMOVAL
PROTECT
........... . -lil-RUCTURE S=
TO REMAIN CONCRETE REMOVAL
A C SAVE & PROTECT EY CURB REMOVAL
EX STRUCTURE
TO REMAIN (W)
TEMP SEDIMENT TRAP FOR CB
0 EX TREE TO REMAIN
SS
q,
4
0
20 10 20 40
dcale T-20'
Erosion and Sedimentation Control (ES
1 . CONSTRUCTION ACCESS ROUTE CONSTRUCTION VEHICLE ACCESS SHNU.
K WHENEVER PRACTICAL. UMM TO ONE FIGURE. ACCESS POINTS
SHALL BE STABILIZED WITH QUARRY SPALLS OR CRUSHED ROCK TO
MINIMIZE THE TRACKING OF SEDIMENT ONTO PUBLIC ROADS IF SEDuENT
IS TRANSPORTED ONTO A ROAD SURFACE. THE ROADS SHALL BE
CLENNED THOROUGHLY AT THE 00 OF EACH DAY SEDIMENT SKNI BE
REMOVED FROM ROADS BY SH043JNG OR SWEEPING AND BE
TRANSPORTED TO A CONTROLLED SEDIMENT DISPOSAL AREA WITHIN 24
HOURS. STREET WASHING SHALL BE AUDWED ONLY 47ER SID.-MINT IS
REMOVED IN THUS MANNER
2 STABUZADON OF EXPOSED AREAS ALL SOILS EXPOSED By LAND
DISTURBING ACTIVITIES SHALL BE STABILIZED BY SUITABLE APPUCATION
OF SUPS, INCLUDING. BUT NOT LIMITED TO. SOD. HYDROSEDDING. OR
OTHER VEGETATION, PLASTIC WARM OR MULCHING NO SOULS SHALL
REMAIN EXPOSED FOR MORE THAN TWO DOS FROM OCTOBER I THROLIGH
APRIL 30 A14D NO MORE THAN SEVEN DAYS FROM MAY 1 THROUGH
SEPTEMBER 30
3 PROTECTION OF ADJACENT PROPERTIES ADJACENT PROPERTIES SHALL BE
PROTECTED FROM SEDIMENT DUIO57ION By APPROPRIATE USE OF
VEGETATIVE BUFFER STRIPS, SEDIMENT BARRIERS OR FILTERS. DIKES OR
MULCHING, OR BY A COMBINATION OF THESE MEASURES AND OTHER
APPROPRIATE BMPS.
4 MANTERANIM' ALL EROSION AND SEDIMENT CONTROL BMPS SMALL BE
RE:GULARLY INSPECTED AND MAINTAINED By TIC OWNER TO ENSURE
CONTINUED PERFORMANCE OF THEIR WENDED FI;NCnON
5. AS REQUIRED BY THE CITY, OTHER APPROPRIATE BUIPS TO MffXATIE THE
EFFECTS OF 94CREASED RUNOFF SRALL BE APPLIED
& UNDERGROUND UTILITY ODNSTRUCTM THE CONSTRUCTION OF
UNDERGROUND UTILITY UNESSHAUL SPECIFICALLY ADDRESS THE
FOLLOWING:
A. EROSION COMM FOR EXCAVATED AND STOCKPILED MATERIALS,
IS. THE PLACEMENT OF EXCAVATED MATERIAL WHERE CONSISTENT WITH
SAFETY AND SPACE CONSIDERATIONS SMALL BE PLACED ON THE
UPHILL SIDE OF TRENCHES
C. TRENCH DEVATERING S67EMS (MUST DISCHARGE IWO SEDIMENT
TRIPS, SEDIMENT PONDS, OR OTHER ACCEPTABLE MEANS).
Notes:
D TRACKING AND SPILLING OF UAT0445 ON STREETS DUE TO HAULING. 13.S',GRU DRAIN N0 PROTECTION ALL STORM DUN INLETS MADE
OPERABLE DURING CONSTRUCTION SUL ELI PROTECTED SO THAT STORM
E. DAILY CLEANUP AND STIZEET MAINTENANCL WATER RUNOFT SKNI NOT ENTER THE CONVEYANCE SYSTEM WITHOUT
FIRS! BEING FILTERE) OR OTHERWISE TREATED TO REMOVE SEDIkIEW
7 ADDIFFIONAL ESC MINIMUM REQUIREMENTS FOR LARGER DEVELOPMEN7.S
ALL NN DEVPOPMEW AND REDEVELOPMENT THAT INCLUDE LAC
DI5TURSNC ACTIVITIES OF GREATER THIM. OR EQUAL TO. ONE ACRE IN
ADDITION TO MEETING THE MI)NDIUM REQUIREMENTS StT FORTH ABOVE
SHALL COMPLY WITH ESC KOUIRD414TS LISTED BELOW
8 DELINEATE CLEARING AND EASEMENT UMITS. IN THE FIELD. MARX
QLARNG LIMITS AMIOR AW EASEMENTS. SETBACKS. SENSFFAE/CRITICAL
AREAS AND THE BUFFER& TREES AND DRAINAGE COURSES
9 SEDIMENT TRAPPING PRIOR TO LEAV.NG THE SITE STIORM WATER RUNOFF
SHALL PASS THROUGH A SEDIMENT POND OR SEDIMENT TRAP. OR OTHER
APPROPRIATE OMPS SEDIMENT PONDS AND TRAPS. PERIMETER OXES,
sDuENI BARRIERS. AND OTHER BMPS INTENDED TO TRAP SEDIMENT
ON -SITE SHALL BE CONSTRUCTED AS A FIRST STEP IN GWING THESE
Sups SK41 BE FlUkTIONAL BEFORE LAND DISTURBING ACTIVITIES TAKE
PLACE EARTHEN STRUCTURES. SUCH AS DAMS, DIKES, AND DINERSONTS
SHALL BE SEEDED AND MULCHED ACCORDING TO AN APPROVED
TIMETABLE
10 CUT AND FILL SLOPES CUT AND FILL SLOPES SHALL BE DESIGNED AND
CONSTRUCTED IN A MANNEI THAT WILL MINIMIZE EROSION. IN ADOMON,
SLOPES SHAUL BE SjARU2ED IN ACCORDANCE WITH ESC NOTE NO 2
11 CONTROLLING OFF -SITE EROSION PROPERIES AND WATER WAYS
DM51REAM FRCM DEVELOPMENT SITES 91ALL BE PROTECTED FROM
EROSION DUE TO INCREASES IN THE VOLUME V0.00TTY, AND PEAK FLOW
RATE OF STORM WATER RUNOFF FROM THE PROJECT SITE
12.sTABuzAnON OF TIEWPORAW CONVEYANCE CHANNELS AND OUUM' ALL
TEMFORAFY ON -SITE CONVEYANCE CHANNELS SHALL BE DESIGNED,
CONSTRUCTED AND STAMM TO PREVENT EROSION FROM THE EXPECTED
VELOCITY OF FLOW FROM A TWO-YEAR. 24-HOLIR FREQUENCY STORM FOR
THE DEVELOPED CONDITION STASWATION ADEQUATE TO PREVENT
EROSON OF OUTLETS, ADJACENT STREAM BANKS. SLOPES AND
DOWNSTREAM REAM SHALL BE PROVIDED AT THE OUTLETS OF ALL
CONVEYANCE SYSTEMS.
14 REMOVAL or TEMPORARY BMPS. ALL TEMPORARY EROSION AND SEDIMENT
CONTROL EIMPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE
ST . A&DTION 15 ACHIEVED OR AFTER THE TEMPORARY SNIPS ARE NO
LONGER NEEDED TRAPPED SEDIME14T SMALL BE REMOVED OR STAMM
ON SITE. IDSTURBED 5% AREAS RESULTING FROM REIMAL SHALL BE
PERMANENTLY STABILIZED.
15 STORM DRAII R&D PROTECTION ALL STORM DRAIN INLETS UAOE
OPEIZABLE DURK CONSTRUCTION SHAU. BE PROTECTED SO THAT STORM
WATER RUNOFF SHALL NOT ENTER THE CONVEYANCE SYU`EM WITHOUT
FIRST KING FILTERED OR OTHERWISE TREATED TO REMOVE SEDIMENT.
16. REMOVAL OF TEMPORARY SUM ALL TWPORARY EROSION AND SEDIMENT
COW-ROL BUIPS SHALL BE REMOVED WITHIN 30 DAYS AFTER FINAL SITE
STABWATION IS ACHIEVED OR AFTER THE TEMPORARY BMPS ARE NO
LONGER NEEDED TRAPPED SEDIMENT SHALL BE REMOVED OR STAMM
ON SITE DISTURBED SM AREAS RESULTING FROM REMOVAL SHALL BE
PERMANENTLY STABIUZED
17 DFUTERNG CONSTRUCTION SITES DIEWATERING SYSTEMS SHAUL '
DaHARGE INTO AN APPROVED SEDIMENT FILTRATION OR SETTING FACILITY
18 CONTROL OF POLLUTANTS OTHER THAN SEDIMENT ON CONSTRUCTION
SITES. ALL POLLUTANTS OTHER THAN SEIXIJENT THAT OCCUR ON SITE
OURING CONSTRUCTION SHALL BE HANDLED AND DISPOSED OF IN A
MANNER THAT DOES NOT CAUSE CONTAMINATION OF STORM WATER.
19.FINANCAL LIABILITY: FERFORIMCE BONDING, OR OTHER APPROPRIATE
FINANI INSTRUMEWs. SIALL BE REQUIRED FOR ALL PROJECTS TO
ENSURE COMPLIMCE WITH THE APPROVED EROSION AND SEDIMENT
CONTROL PLAN. (ORD. 3013 1 1. 19951
20.ALL SITE WORK MUST COMPLY WITH CITY OF EDMONDS MUNICIPAL CODE-
21.THE TEMPORARY EROSION AND SEDIMENTATION CONTROL SYSTEM SHALL BE
INSTALLED AND INSPECTED BY THE D04EERING INSPECTOR PRIOR TO ALL
OTHER CONSTRUCTION
22.AS CONSTRUCTION PROGRESSES AND SEASONAL CONDITIONS
DICTATE, THE EROSION CONTROL FACTURES SHALL BE MAINTAINED
AND/OR ALTERED AS REQUIRED BY THE CITY TO ENSURE
EFFECTIVE AND FUNCTIONAL. OROSION/SEDIMENTATION CONTROL
21TEMPORARY SILTATON PONDS AND ALL TEMPORARY SILTATION
CONTROLS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION
UNTIL SUCH TIME THAT CLEARING AND / OR CONSTRUCTION IS
COMPLETED, PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL,
AD THE POTENTIAL FOR EROSKIN HAS FASSED
24.AUL DISTURBED LAND AREAS SHALL BE SLABIUM AS REQUIRED
BY THE CITY OF EDMONDS AS NOTED ELSEWHERE IN THIS PLAN
SET.
25.WHERE POSSIBLE NATURAL VEGETATION WILL BE MAINTAINED FOR
SILT CONTROL
2&STOCKPILES ARE TO BE LOCATED IN SAFE AREAS AND
ADEQUATELY PROTECTED BY TEMPORARY SEEDING AND
MULCHING. HYDROSEED PREFERRED.
27.TFIE PUBLIC ROW SIQLL BE 10T CLEAN TRACKING OF MUD
AND/OR DEBRIS FROM THE SITE WILL RESULT IN WORK
STOPPAGE.
Dust Control Note
THE CONTRACTOR SRU USE THE FOLLOWING MEASURES TO CONTROL.
DUST DURING CONSTRUCTION.
1. ALL TRUCKS LEAVING SITE WILL BE COVERED WITH ROLL04M TARP.
I USE WATER SPRAY ON DEBRIS AS NEEDED WHEN LOADING TRUCKS.
I 0014ER PILES OF DEBRIS AS NEEDED DUE TO WEATHER CONDITIONS
Construction Seauence
I SCHEDULE A PRE -CONSTRUCTION MEETING WITH CITY ENGINEERING
DIVISION AT 425-771-0220, EXT. 1326.
2 REVIEW ESC NOTES
3 CALL 'ONE -CALL" 0 1-800-424-5555. AND PRIVATE UUUTY LOCATE
FOR UTILITY LOCATES.
4 INSTALL ESC MEASURES AND MAINTAIN DUST CONTROL
5 HAVE MOSON CONTROL MEASURES INSPECTED BY CITY OF EDMONDS
CITY ENGINEERING INSPECTOR. (ALL TEMPORARY SEDIMENTATION AND
EROSION CONTROL MEASURES MUST BE IN PLACE AND INSPECTED PRIOR
TO ANY CONSTRUCTION OR STE CLEARING. EROSION AMID SEDIMENTATION
CONTROL PRACTICES MD/OR DEVICES SHALL BE MAINTAINED UNTIL
PERMANENT VEGETATION IS ESTABLISHED.)
6 SAWCUT & REMOVE EX ASPHALT WITHIN BUILDING AREA
7 CONSTRUCT BUILDING
8. INSTALL UTILITIES AND OTHER SITE IMPROVINENTS.
9. INSTALL CURBS & SIDEWALK&
IO.STABIUZE�AND REVEGETATE ENTIRE SITE_
II.ESTABUSH LANDSCAPING AND PERMANENT VEGETATION. EROSION
CONTROL FEATURES CAN BE REMOVED UPON FINAL SITE STABRIZATION
AND APPROVAL BY CITY INSPECTOR
2
57 Sr
j
I
_1141
14-N ;-IS-W
114
WIN S7 SW
PROJECT
SITE
11M 511'
170
ZVN S7 SP
FIS7 $7
21�0 S7
VY 57 SW
Z=2
n5m
AT 51'
22M
$1 _% k "I
'5__'7T1y
Vicinity Map
NTS
Sheet Index
C1.0 TESC & SITE DEMOLITION
CIA TESC DETAILS
C2.0 GRADING. DRAINAGE UTILITIES
C2.1 GRADING. DRAINAGE UFFILITTIES NOTES & DETAILS
C2.2 GRADING, DRAINAGE UTILMFS NOTES & DETAILS
C3.0 PAVING & STRRNG
C3.1 PAIANG DETAILS
Surveyors Notes
FIELD MEASUREMENTS FOR THIS SURVEY PERFORMED WITH A 2" TOPCON TOTAL STATION USING TRAVERSE
METHODS THAT MEET OR EXCEED ACCURACY R�OUIREMENTS CONTAINED IN WAC 332.130.090.
THIS SURVEY WAS CONDUCTED WHIM THE BENEFIT OF A CURRENT TITLE ROW AND THEREFORE DOES NOT
F NIS OR RESTRICTIONS OF R�CORD, IF MY.
THIS IS NOT A BOUNDARY SURVEY AND SHOULD NOT BE REUED UPON FOR THE ESTABLISHMENT OF
WPRU491DO OF ANY KIND. THE BOUNDMIES SHOWN HEREON ARE FOR REFERENCE PURPOSES ONLY.
PROPERTY LINES DEPICTED ON THIS TOPOGRAPHIC SURVEY WERE DETERMINED WITHOUT THE 13ENEFET OF A
BOUNDARY SLMY AND ARE SHOWN AS APPROXIMATE THE ACCURACY OF THE PROPERTY LINES ARE NOT
GUARANTEED AND ARE NOT INTENDED TO BE USED FOR DESIGN OR PLANNING PURPOSES.
I
THE BOUNDARY CORNERS AND LINES DERCUi ON THIS MAP ARE PER RECORD TITLE INFORMATION AND
REPRESENT DEED LINES ONLY. THEY 00 NOT PURPORT TO SIM OWNERSHIP LINES THAT MAY OTHERWISE BE
DETERMINED BY A COURT OF LAW.
THIS TOPOGRAPHIIC SURVEY IS IINFENDED FOR GENERAL DESIGN PURPOSES. ADDMONAL SURVEYING MAY BE
REQUIRED TO MEET SPECIFIC CITY/10OUNTY AKD/OR ENGINEERING REQUIREMENTS.
THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF THE CUENT NAMED HORIEN. TO BE USED ONLY FOR
THE PURPOSE FOR WHITCH IT WAS ORIGINALLY INTENDED. ITS USE DOES NOT EXTEND TO, AND IS NOT
AUTHORIZED FOR USE BY ANY UNNAMED PERSON OR PERSONS. THIS SURVEY IS NOT TRANSFERABLE TO ANY
OTHER PARTY WITHOUT THE EXPRESS PERMISSIDN AND RECERTIFICATION BY THIS SURVEYOR TO ANMHER PARTY.
ALL FOUND SUM EVIDENCE WAS VISITED ON THE DATE OF THIS SURVEY UNLESS OTHERWISE NOTED.
COPYRIGHT BY CRONES & ASSOCIATES LAND SURVEYING.
Legal Description
PORTION OF OF TRACT 40, SOLNER'S IVE ACRE TRALTS, ACCORDING TO THE PLAT THEREOF RECORDED IN
VOLUME 7 OF FLATS. PAGE 25, RECORDS OF SNOHOMISH COUNTY. WASHINGTON DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE NORTH LINE OF SAID TRACT 40. WITH THE WESTERLY RIGHT OF WAY
MARGIN OF STATE HIGHWAY SIR 99 (P.S.H. NO: 1); THENCE S25*43'29'W ALONG SAID WESTERLY MARGIN A DISTANCE
OF 98.17 FEEF TO A POINT ON A CURVE TO RE LEFT FROM WHICH THE CENTER BEARS S65'30'59'W 25.00 FEET
DISTANT; THENCE NORTHWESTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 3T47'30' FOR
AN ARC LENGTH OF 17.36 FEET TO A POINT OF TANGENCY; THENCE N61'16'31*W A DISTANCE OF t6.67 FEET TO
THE POINT OF BEGINNING; THENCE CONTINUING N61'16'31'W A DISTANCE OF 48.42 FEET TO THE BEGINNING OF A
TANGENT CURVE TO THE LEFT HAVING A RADIUS OF 50.00 FEET; THENCE WESTERLY ALONG THE ARC OF SAID CURVE
THROUGH A CENTRAL MGLE 24!54'DO' FOR AN ARC LENGTH OF 21.73 FEET TO A POINT OF TANGENCY', THENCE
N8TlD'31'W A DISTANCE OF 163.85 FEET; THENCE S25-43-29-W A DISTANCE OF 106.84 FEET: TH04CE S6,rl6'3l'E
A DISTANCE OF 151129 FEET TO THE BEGINNING OF A TANGENT CURVE TO THE RIGHT HAVING A RADIUS OF 17.50
FEET; THENCE SOUTHEASTERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL ANGLE OF 2748*40' FOR AN
ARC LENGTH OF 8.49 FEET TO A POINT OF TANGENCY. THENCE S3927'51'E A DISTANCE OF 30.33 FEET; THEM
S42*34'03'E A DISTANCE OF 12.14 FEET TO A PONT ON A CURVE TO THE LEFT FROM WHICH THE CENTER BEARS
N4701'05'W 86.54 FEET DISTANT; THENCE NORTHEASTERLY kONG THE ARC OF SAID CUM THROUGH A CENTRAL
ANGLE OF 2715'26' FOR AN ARC LENGTH OF 33.62 FEET TO A POINT OF TANGENCY; THEM N2543'29*E A
DISTANCE OF 172.09 FEET TO THE P0114T OF BEGINNING.
Vertical Datum
THE ELEVATIONS AND CONTOURS SHOWN HEREON ARE BASED UPON MRS NETWORK, STATION 0 TFILD,
ELEVATION DETERMINED TO BE 603.790 FEET. NAVD88.
SET AN ONSITE TEMPORARY BENCHMARK: FOUND FIX NAIL ON NE PROP. COR.. ELEVATION = U8.70 FEET.
CONTOUR INTERVAL I FOOT.
Call 3 Working Da
Before " You DIG CITY of EDMONDS
t% APPROVED FOR CONSTRUCTION
CV-Q 1
1-800-424-5666
NOTE I NOTE: EXCAVATED MI WHICH
0 GAS CONNECTION TO BE COORD VM FSE [ND DUST CONTROL MAY CAN 14CT BE STORED ON Sr
2) ELEC OONNECTOM APPURTE1,1ANCES TO .0 . D DURNG PERIODS BE DISPOSED OF OFF -SUE AT -ALL CITY ENGINEEPING DIVISION DATE
BE
BE
BE COOK) W/ ENCHOMIS1 COUNTY PUD OF El" Y WEATHER. COMMERCIAL FACILUY._ ffj
7936 S..d Pk A. S,
SCCIC� WA 98118
p.206.715.1211
U1 E 206373.5344
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3P-1 CO'JSTPUCTIDI, EN--�A�jC-
DURINS THE CON' 7 Z, C 71014
1111, 111--PECIIDI`� IEG,111�1 0" 11 L EPO-I'l 1011-�OL
MEA�:U'ES BEFDFE WE" CAN FGTN
CIT, OF. EE)MOilDS..
S TI\ ' i D A P D -D ETAI L
STAMM CONSTRUCTION ENTRANCE
"S
COE STD Detail E 1.2 - Stabilized Construction Entrance 2
TOP Of DRUM O.=356
RUNOff WITH SM"
PROVIDE SOLD COVER
STOLE,
IDE I* MIN DFM SUMP
NO DRUM
FM 11-96LER-TANK
-�,APRDN ON THIS
APRON
SIDE OF THE DIKE
SHOULD BE FOLDED
FILM RUNOFF
UNDER THE DIKE
SECTION AND
CONSTRUCTION
AREA
STAPLED DOWN
w
'PROVIDE 6' MIN CLEAN GRAVE
d
AROUND PERIMETER OF DRUM
FLOW
WW WITH FILTM FABRIC
A
A
55 GALLON DRUM OR EQUAL W1
-T
2M WEEP MOM
NOM.
3--6' TRENCH
1. STAPLES SMALL BE PLACED WHERE THE UNITS
OVERLAP AND IN THE CENTER OF THE
7' UNIT AS SHOWN ON THE DIAGRAMS
WRE TIES
STAPLES
ZL
STAPLES
WATER
SUMP PUMP AND MOTOR
W/ 125 GPM MIN, CAPACITY
-MFL% T
WEE
—UWrTS OF SEDIMENT CONTROLLED AREA
CONCRETE BLOCKS
"S
Triangular Silt Dike 5
Moveable Sump &Pump 6
/GRATI
ITH
F cATCH BASIN I
7
<
STRAW EI ES BE USED IN
UMA
CEFTAIN CIRC ISTANCES (SEE
D TAIL E11,1 THIS APPLICAITDN
SHALL BE MAINTAINED AT ALL
T IMES DURING CONSTR UCITON
PERIOD
IRNESSPEBCETFIOON REQUIRED ON A[ rROSION CONT7
[EITY
MEASU RE WOR� CAN BEGIN
CITY �QF
EDMONDS.,.I.,
�EVISIOIJS
STAI`JDARD DETAIL
"' 'R
D —FIT
SEZWTRAP FOR CATCH SAM
N,S E1.3
COE STD Detail E 1.3 - Temporary Sediment Trap for Catch Basins 3
Not Used 7
COMPOST SOCK
1. COMPOST SHALL BE IN ACCORDANCE WITH WSDOT
STANDARD SPECIFICATION 9.14 18 - COMPOST
SOCK SHALL BE A MINIMUM OF Ol IN DIAMETER
OR SZED TO SUIT CONDITIONS AS SPECIFIED BY
T ENGNEER
HE _ SOCK MATERJAL SHALL BE BIG
DEGRADABLE, PROVIDE COMPOST SDC BY CEDAR
GROVE COMPOSTING, OR APPROVED EOUIVALENT.
2.AUWAYS INSTALL COMPOST SDCK PERPENDICULAR
TO SLOPE AND ALONG CONTOUR UNES,
3.REMOVE SEDIMENT FROM THE UP SLOPE SIDE OF
THE COMPOST SOCK WHEN ACCUMULATION HAS
REACHED �2Z THE EFFECTIVE HEIGHT OF THE
CIDIAPOST
REASON: TO INTERCEPT & DETAIN SMALL AMOUNTS OF SEDIMENT UNDER SHEET FLOW CONDITIONS FROM
DISTURBED AREAS DURING CONSTRUCTION. TO DECREASE VELOCITY OF SHEET FLOWS.
His
Compost Filter Sock 41
Not Used 8
... SmW Pk A- S.
S.W,WA98118
P. 206.725.1211
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C1.1
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EX 8' SS (TOP FOODS� CIN=.80,F
V
LATERAL TO BE VERIFIED
.M..E - 'a THE
UEPAWO .11
PUI3UC WORKS SEWER OMSION AT 425,771.02B7--
CONNECT TO EX 8' SS
IE 345.32 (61
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TRASH ENCLOSURE PER ARCH DWGS SHT 2 SURFACE
RUNOFF & WASHING WITHIN TRASH bEO!i�RE WILL
DRAIN TO SS
CREASE INTERCEPMR 61 2-CA 2000 GALLM
RIM 355.97
C 3%911 �15' N OUT
HE .14 S� IN 6' ID CTYP)
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I APPRO, LOCATION OF ' CAS_
COORD,'W/ PSE
REDUCED PRESSURE BACKFLT
ASSEME OT 0'
I�Z I' WA. METER
74�
10. *� -
DICKS DRT�E IN)
101 LF I* WA SERVICE -
A
-A
�_11"A ft __ - �_
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0(8'
LF e SS T'
&51
�2 78 (61
SW 1/4, NW 1/4, Section 29, Township 27 N. , Range 4 E. , W.M.
Fall &a64
IE 354 44 (6- N)
APPROX DEPTH TO LOCATION FOR S40HOLOSM
TOP OF SEWER AT COUNTY PUD TRANSFORMER It VAULT
cc
ELEC CROSSING - 9.8' , COORD W/ SNOHOMISH COUNTY PUB
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V. 7
- - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - - -
-ROOF- 6�ROUTD
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PROPCISM MATCH W/ EX
eLCK3 PROP PVUT CRADE
it (61 CURB
FF 35&8 PROVIDE 6
YAM
FUEFEBR To LA PLAA
FOR IRRKIATKIN LAYOUT
TU_ CHECK
V.
IRRIGATION UNE..
r 70
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_'!HAGCEN)'I
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LNIVERVIOUS SURFACE CHART
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Line
Type
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0
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Regulated
2.
Replaced
0
10,31011
3.
4.
Ne. (Po�l 1977) 44444 -) 4 -> 4 +
M.,==Impavlous
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0
10,310
5.
6.
T.Isd A... MUlptd by F..istig St —ter -MummUmneat Systemo(s)
Replated Arm Not Yet Mitigated
7.
Ann proposed to be Mitipld! by Lune Impact Development Techniques
&
Am proposed to be Mitipted flumugh C—lional SW.Nl Techniques
PLEASE NOTE THAT urLrry TFENcH REPAIR AND REPLAcED LrBmow
SURFACE 6 NOT NC� +
WON
" I . , . . , RESTORE BCMTR ATIC.4
PATIO CE SWALE 10 EX
AREA, PRE CONSTRUCTION
CON6TTIONS
RAISE R I I I TO GR I ADE ED PARKING
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ATCH W1 EX
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MATCH W1. EX
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PROVIDE 6',CURB CONNECt W A�
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20
0 10 20 40
Scale 1'-20'
14
Legmd
PROPERTY LINE
EX CONTOUR (INDID0
EX CONTOUR
PROPOSED BUILDM
CONCRETE WALKWAY
CONCRETE PAVEMENT
ASPHALT PAVEMENT
LANDSCAPING
FF 78.0
FINISHED FLOOR ELEVATION
REDUCED PRESSURE RACITLOW
ASSEMBLY IN HOT DOY
_I_tDOUEILE
WATER SERVICE LINES
WATER METER
RRIGAIDON LINE
CHEO( VALVE
TR04M DRAIN
AREA DRAIN
STORM DRAXACE PIPE
(SDCO)
DOWNSPOUT
230
PROPOSED CONTOUR
SPOT ELEVATION
VERTICAL CURB
0
EX TREE TO ROM
WS
WATER,SURFACE
LA
LANDSCAPE ARCHITECT
ARCH
ARCHITECT
TRENCH DRAIN, SCHEDULE
TRENCH NO.
QUANTITY
8601
1
8602
1
8603
1
8604
1
8605
1
8606
1
8607
1
8608
1
8609
1
THE TRE14CH NO. LWED ABOVE IN THE TRB4CH
DRAIN SCHEDULE ME PER ZURIN! TFfiRXH DRAN
MrEM MIX THE TREI� MANS SHALL BE ZURN1
OR APPROVED EQUAL THE TFeXH DRM
SCHEDULE NXATES FROM UPSIFIEM TO
DmvwFEm (ExIDEPT FoRv wFIERE ONE oF
EACH OF 1HE FM M ffEW SLOPE TOWARD,
THE NICIDILE FROM EAa.i E10) THE TRBCH DRAW
SCHEDULE IS APMXUATE AND SHALL EE
vERFm wrrH TFE mamsai PFm To mum
RD CONEFITRUCTIONIL
(D GAS CONECT11014 TO BE COORD VATH PSE
(Z PROV11DE Wa&U V SEPARATM SlETIMEEN
SAWARY SEWER AM WATER SERVIM LM
ALL UMM WIRES FOR M-E SLS*CT
DIVASLOPMEW SHALL BE PLUM
UNDERGROkM
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
Call 3 Working Day$
Before You 010,
1-600-424-i'565
CITY ENGINEERING DIVISION DATE
Pat A. S,
SCOI; WA % I IS
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Grading
Drainage
& Utilities
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C2.0
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Cleneral Notes
1. ALL MATERIALS AND WORK SHOWN ON THESE PLANS SHAJ. CONFORM TO THE CITY OF EDMONDS
STANDARD PLANS AND DETAILS. THE FOLLOWING SPECIFICATIONS AND CODES, AND ALL OTHER
APPLICABLE LOCAL MUNICIPAL. STATE, AND FEDERAL OCIDES, RULES AND REGULATIONS,
- CURRENT INTERNATIONIV. BUILDING CODE (BC)
- 2wo ww/Apu STANDARD SPECIFICATIONS FOR ROAD. BRIDGE AND MUNICIPAL
CONSTRUCTION
- WASHINGTON STATE DEPARTMENT OF ECOLOGY STORUWATER MANAGEMENT MANUA. FOR
THE PUGET SOUND BASIN (CURRENT EDITION)
2. STANDARD PLAN AND TYPE NUMBERS INDICATED ON THESE DRAWINGS REFER TO CITY OF EDMONDS
STANDIM DETAILS, LINKERS NOTED OTHERWISE
3. A COPY OF THESE APPROVED PLANS MUST BE ON THE JOBSITE WHENEVER CONSTRUCTION IS IN
PROGRESS.
4. DEVIATICRIS FROM THESE PLANS MUST BE APPROVED BY THE ENGINEER OF RECORD AND THE
LOCAL GOVERNING AUTHORITY.
5. CONTRACTOR 91ALL RECORD ALL APPROVED DEVIATIONS FROM THESE PLANS ON A SET OF
'AS-BU[LT` DRAWINGS AND SHALL SUMMARIZE ALL AS -BUILT CONDITIONS ON ONE SET OF
REPRODUCIBLE DRAWINGS FOR SUBMITTAL TO THE OWNER PRIOR PROJECT COMPLETION AND
ACCEPTANCE. A SET OF AS-BULT DPAWINGS SHALL BE SUBMITTED TO THE CITY OF EDMONDS
PRIOR TO FINAL APPROVAL OF THE BUILDING OCCUPANCY/FINAL PROJECT APPROVAL
6. ELEVATIONS SHOWN ARE W FEET . SEE SURVEY FOR BENCHMARK INFORMATION.
7. THE LOCATIONS OF DEW UMUTIES AND SITE FEATURES SHOWN HEREON HAVE BEEN FURNISHED
13Y OTHERS BY FIELD SURVEY OR OBTAINED FROM AVAILABLE RECORDS AND SHOULD THEREFORE BE
CONSIDERED APPROXIMATE ONLY AND NOT NECESSARILY COMPLETE IT IS THE SOLE RESPONSIBILITY
OF THE CONTRACTOR TO INDEPOIDENICY VERIFY THE ACCURACY OF ALL UTILITY LOCATIONS SHOWN
AND TO FURTHER DISCOVER AND PROTECT ANY OTHER UTILITIES NOT SHOWN HEREON WHICH MAY
BE AFFECTED BY THE IMPLEMENTATION OF THIS PLAN. CONTRACTOR SHALL VERIFY LOCATION, DIEPTH,
SIZE. TYPE AND OWIDTION OF EXISTING UTILITY LINES AT CONNECTION OR CROSSING POINTS
BEFORE TRENCHING FOR NEW UTILITIES. ENGINEER ASSUMES NO RESPONSIBILITY FOR THE
COMPLETENESS OR ACCURACY OF THE DMNG UTILITIES AND SITE FEATURES PRESENTED ON
THESE DRAWINGS. ENGINEER SHALL. BE NOTIFIED IMMEDIATELY OF CONFLICTS THAT ARISE
8. CONTRACTOR SHALL LOCATE AND PROTECT ALL UnUM DURING CONSTRUCTION AND SHALL
CONTACT THE UNDERGROUND UTILITIES LOCATION SOUCE (1-800-424-5555) AT LEAST 2
BUSINESS DAYS PRIOR TO CONSTRUCTION.
9. CONTRACTOR SHAUL VERIFY ALL CONDITIONS AND DIMENSIONS AT THE PROJECT SITE BEFORE
STARTING WORK AND SHALL NOTIFY OWNER'S REPRESENTATIVE OF ANY DISCREPANOM
10 PIPE LENGTHS WHERE SHOWN ARE APPROXIMATE AND MAY CHANGE DUE TO FIELD CONDITIONS.
ILCONTRACTOR SHALL NOTIFY UITILITY OWNERS WITHIN THE CONSTRUCTION LIMITS, A MINWUM OF TWO
WEEKS PRIOR TO EXCAVATION, OR OTHER CONSTRUCTION ACTIVITY THAT MAY IMPACT THE UTILITY.
CONTRACTOR SHALL ALSD CONTACT I-BOO-ONECALL PRIOR TO ANY CONSTRUCIION ACTIVITY IN THE
AREA. CONTRACTOR SHALL PROVIDE ACCESS TO UTILITY OWNERS FOR MkHTENANCE AND WORK ON
THOR UTILITIES DURING THE COURSE OF THE WORK.
12 RELOCATIONS MD/OR REPLACEMENTS OF OWING UTILITIES SHAUL BE COORDINATED BY THE
CONTRACTOR WITH THE UTILITY OWNER. MMA70R SKALL CONTACT, SCHEDULE, AND ESTABLISH
UTILITY SHUT DOWN TIMES AND DETERMINE THE RELOCATION AND/OR REPLACEMENT REOLARDISINTS
OF EXISTING UTILITIES PRIOR TO THE START OF ANY WORK. THE UTILITY SHALL BE RELOCATED OR
REPLACED TO THE SATISFACTION OF THE UnU`rY MO.
Excavation. Grading, and Fill:
1. EXCAVATION, FILL AND GRADING SHALL CONFORM TO THE 2006 INTERNATIONAL BUILDING CODE AND CITY
REQUIREMENTS. WORK SHALL PROCEED TO THE FINISHED SURFACES AT THE ELEVATIONS AND CONTOURS
SHOWN ON THE DRAWINGS.
2. APPROXIMATE LOCATIONS OF EXISTING UTILITIES HAIVIE BEEN 'OETAINED FROM AVAILABLE RECORDS AND
ARE SHOWN FOR CONVENIENCE THE CONTRACTOR SHALL BE RESPONSBUE FOR VERIFICATION OF
LOCATIONS AND TO AVOID DAMAGE TO ANY ADDITIONAL UFLITIES NOT SHOWN. F CONFLICTS WITH
EXISTING UTILITIES ARISE DURING CONSTRUCTION. THE CONTRACTOR SHAUL NOTIFY THE ENGINEER AND
ANY CHANGES REQUIRED SHALL BE APPROVED BY THE ENGINEER PRIOR TO COMMENCEMENT OF
RELATED CONSTRUCTION ON THE PROJECT.
3. MATERIALS EXCAVATED IN AREAS REQUIRING CUT GRADING MAY BE USED As FILL IF THEY MEET THE
REQUIREMENTS FOR FILL MATERIAL COINED BELOW. NO BOULDERS. CONCRETE OR ASPHALT CHUNKS
GREATER THAN 4' IN ITS LARGEST DIMENSION MAY BE USED. SUCH MATERIAL SHALL BE
DISPOSED OF OFF-STTE LEGALLY.
4. AFTER CLEARING & GRUBBING IS COMPLETE, THE GROUND SURFACE 91ALL BE PREPARED As FOLLOWS.,
A. ALL AREAS TO BE SURFACED WITH PAVEMENT, CONCRETE WCCS OR
STEPS, AND BUILDING SLABS SKALL HAVE THE TOP 12- OF EXISTING
SOILS SCARTIED AND RECIDLIPACTED TO AT LEAST 95% OF THE
MAXIMUM DENSITY DETOUNED BY ASTM D-1557 (MOCIFIED
B. PRIOR TO RECOMPACTION OF THE SCARIFIED MATERIAL ALL AREAS
SHALL BE PROOF ROLLED IN THE PRESENCE OF THE GEOTECHNICAL
ENGINEER OF THE OWNER'S CHOICE. ANY AREAS DEEIM UNSUITABLE
BY THE GEOTECHNICAL ENGINEER SHALL BE OVEREXCAVATED AND
REDUCED WITH COMPACTIED FILL MATERIAL AT AN AGREED UNIT
PRICE BASED ON TRUCK MEASURE OF REPLACEMENT FILL
5 IMPORTED FILL SHALL BE FREE -DRAINING GRAIN" MATERIAL WITIOLIffORGANICS, AND SHALL CONFORM
TO WSDOT SECTION 9-03.10 FOR GRAVEL BASF 9-03.14 FOR GRAM! BORROW, OR ALTERNATE
MATERIAL APPROVED BY THE ENGINEER IN WRTTNG PF40R TO ITS USE. FILL SHALL HAVE NO MORE THAN
5% PASSING THE 1200 SIDE
6 SUBMIT SAMPLES OF PROPOSED FILL MATERIAL FOR TESTING FOR THE DETERMINATION OF THE OPTIMUM
MOISTURE - DENSITY RELATIONSHIP PER ASTIM D-1557 (MODIFIED PROCTOR), PRIOR TO ANY TUNG OR
OVEREXCAVATION AND REPLACEMENT.
7. PLACE FILL IN W THICK mauum uFrs (Lo osE) AND COMPACT To 952 OF THE MAXIMUM DRY
004SUY PER ASTMI D-1557 (MODIFIED PROCTOR).
B. COMPACT ALL FILL USING SLOTABLE COMPACTION EQUIPMENT.
9. ADD MOISTURE TO THE SOILS OR SCARIFY TO OFTY SOILS AS NECESSARY TO ACHIEVE SPECIFIED
COMPACTION.
10.00NTRACTOR IS RESPONSIBLE FOR SOIL AND COUPACflON TESTING IN CONFORMANCE WITH THESE
SPECIFICATIONS.
11. SOILS WAY A.SID BE TUB BY OWNER
12. CONTRACTOR SHALI STRIP AND RE -COMPACT ALL SOILS NOT MEETING SPECIFIED COMPACTOR AT NO
ADDITIONAL COST 70 OWNER.
13. FOR PLACEMENT OF BALLAST. GRAVE BASF, ANDIOR CRUSHED SURFACING BENEATH ASPHALT CONCRETE
PAVING (ACP), REFER THE TYPICAL PAVEMENT SECTION.
11 THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT
IMPROVEMENTS FROM WAAGE AND ALL SLO NPROVEMENTS OR STRUCTURES DAMAGED BY THE
CONTRACTOR'S OPERATIONS SMALL BE RECONSTRUCTED TO THE SATISFACTION OF THE OWNER AT
THE EXPENSE OF THE CONRCTOR.
14. EXCAVATION SHALL MEET THE REOUREUENTS OF OSHA 29 CFR PART 1926. SUBPART P.
COVATIONS. ACTUAL SLOPES SHALL NOT EXCEED THE MAODMUM ALLOWABLE SLOPES. .
IS. ANY DISCREPANCIES FOUND BETWEEN THE DRAWINGS AND ACTUAL SITE CONDflIONS, OR ANY
INCONSWENCIES OR AMBIGUITIES BETWEEN THE DRAWINGS AND OTHER COMPONENTS OF THE
CONTRACT DOCUMENTS SHALL BE IMMEDIATELY REPORTED IN WRITING TO THE ENGINEER. THE
ENGINEER WILL PROMPTLY CORRECT INCONSISTENCIES OR AMMES IN WRITING. WORK DONE BY
THE CONTRACTOR AFTER Its DISCOVERY OF SUCH DISCREPANCIES WITHOUT A WRITTEN REPORT AND
RESPONSE FROM THE ENGINEER. MALL BE DONE AT THE CONTRACTOR'S RISK AND EKPME
I&ALL DMENSONS. INCLUDING, BUT NOT LIMITED TO ELEVATICINS, STATION% AND DISTANCES ARE IN
STANDAR? ENGLISH UNITS.
17.PRCTECT EXISTING FACILITIES AND NPROVEMENTS FROM DAMAGE USE CARE WHEN EXCAVATING
ADJACENT TO EXISTING UnUTE&.
18.00STING PIPING, EQUIPMENT AND TOPOGRAPHY ARE SHOWN SCREENED AND/OR LIGHTENED. NEW
PIPING. EQUPMENT, STRUCTURES, AND FINISH GRADE IS SHOWN HEAVY LNED.
19. ALL CALLOURS AND NOTES ARE DIRECTED TO THE CONTRACTOR UNLESS SPECIFICALLY STATED
OTHERWISE
20.PROTIECTION OF THE ENMRIDNMENF: NO CONSTRUCTION RELATED ACTIVITY SHALL CONTRIBUTE TO THE
DEGRADATION OF THE ENVIRONMENT, ALLOW MATERIAL TO ENTER SURFACE OR GROUND WATERS, OR
AULDWI PARTICULATE EMISSIONS TO THE ATMOSPHERE. WHICH EYCEED STATE OR FEDERAL
STANDARDS. ANY ACTIONS THAT POTENTIALLY ALLOW A DISCHARGE TO STATE WATERS MUST HAW
PRIOR APPROVAL OF THE STATE OF WASHINGTON. DEPARTMENT OF ECOLOGY.
2LOONSTRUCTION SHLALL BE CONDUCTED IN STRICT ACCORDANCE WITH PERMIT RESTRICTIONS AND
PUBLIC FACILITY ACCESS RESTRicnoNs.
22.PREVENT THE TRANSPORT OF SEDIMENT FROM THE SITE AND PREVENT SEDIMENT FROM ENTERING
ALL STORM DRAINS WHICH RECEIVE RUNOFF FROM THE DISTUMED AREA.
21PREVENT ON-SffE EROSION BY STABILIZING ALL SOILS, INCLUDING STOCKPILES THAT ARE
TEMPORARILY EXPOSED.
24.01ONTRACTOR SKALL OBTAIN AND PAY FOR ALL POUTS REQUIRED FOR INSTALLATION OF ALL
IMPROVEMENTS INDICATED ON THESE DRAWINGS.
25.AS A MINIMUM REQUIREMENT, ALL DISTURBED AREAS ON AND OFF SITE SHAUL BE RETURNED TO
THE EQUIVALENT OF THOR PRECONSTRUCT10N CONDITION IN ACCORDANCE WITH APPROPRIATE
REQUIREMENTS AND STANDARDS.
26.AUL DISTURBED SOIL AREAS SHALL BE SEEDED OR STABILIZED BY OTHER ACCEPTABLE MErHODS
FOR THE PIRDIENTON OF ON-SFE EROSION AFTER THE COMPLETION OF CONSTRUCTION. SEE
EROSION CONTROL PLANS FOR SPECIFIC GRADING AND EROSION CONTROL REQUIREMENTS.
27.THE CONTRACTOR SHALL KEEP STREETS CLEAN AT ALL INES BY SWEEPING. WASIHING OF THESE
STREETS WILL NOT BE ALLOWED WITHOUT PRIOR APPROVAL
28. THIS PROJECT IS NOT A BALANCED IEARTHWORK PROJECT. BOTH EXPORT AND IMPORT OF SOIL AND
ROCK MATERIALS ARE REQUIRED.
29.00NTRACTOR SHALL BE RESPONSIBLE FOR AND SHALL INSTALL AND MAINTAIN SHORING AND
BRACING AS NECESSARY TO PROTECT WORKERS, DOW BUILDINGS, WALLS, STREETS. WALKWAYS,
UTILITIES A14D OTHER EXISTING AND PROPOSED IMPROVEMENTS AND EXCAVATIONS AGAINST LOSS OF
GROUND OR GAMING EMBANKMENTS. CONTRACTOR SHALL ALSO BE RESPONSIBLE FOR REMOVAL OF
SHORING AND BRACING, AS REQUIRED.
NIS
Excavation, Grading & Fill Notes 5
30.CQNTRACTOR SKALL OBTAIN APPROVAL FROM THE CITY AND FOLLOW CITY PROCEDURES FOR ALL
WATER SERVICE INTERRUPTIONS. HYDRANT SHUTOFFS. STREET CLOSURES OR OTHER ACCESS
RESITUCTIONS. CONTRACTOR SHAI NOT RaOCATE OR ELIMINATE ANY HYDRANTS WITHOUT FIRST
OBTAINING WRTTIEN APPROVAL FROM THE FIRE ILARRiAL
31.00ORDINATE AM ARRANGE FOR ALL UTILITY CONNECTIONS, UTILITY RELOCATIONS AND/OR SERVICE
INTOMPTI WITH THE AFFECTED OWNERS AND APPROPRIATE UTILITY COMPANIES. CONNECTIONS
TO EXISTING UTILITIES SHALL BE MADE ONLY WITH ADVANCE WRITTEN APPROVAL OF THE
AUTHORITIES GOVORNING SAID UnUMS.
32.EGSTING UTILITY LINES IN SERVICE WrICH ARE DAMAGED DUE TO CONSTRUCTION WORK SHALL BE
REPAIRED AT CONTRACTOR'S EXPENSE AND INSPECTED AND ACCEPTED By CITY OF Ecum AND
OWNER'S REPRESENTATINE PRIOR TO BACIMNG.
31NEW UnUTY LOCATIONS ARE GENERALLY SHOWN BY DIMENSION, WHERE NO DIMENSIONS ARE
INDICATED, LOCATIONS UkY BE SCALED FROM DRAWINGS. FIELD ADJUSTMENTS SHAUL RE APPROVED
BY OWNER'S REPRESENTATIVE AND CITY.
3CCONTIRNI SHNUL 09TAIN A COPY OF THE GEOTEDINCAL REPORT (WHERE APPLICABLE) AND
SHALL THOROUGHLY FAMIQUARIZE HIMSELF WITH THE CONTENTS THEREOF. ALL SITE WORK SHALL BE
PERFORMED IN STRICT COMPLIANCE WITH THE RECOMMENDATIONS OF THIS REPORT.
35.STRUCFURAL THU. MATERIAL AND PLACEMENT SHALL CONFORM TO THE RECOMMENDATIONS OF THE
PROJECT GEOTECHNICAL REPORT.
36.MANHOLES. CATCH BASINS, UI1U`nES AND PAVEMENT SKALL BEAR ON MEDUM DENSE TO VERY
DENSE NATIVE SOIL OR COMPACTO STRUCTURAL FILL IF SOIL DISTURBED IS. SOFT. LOOSE. WET OR
IF ORGANIC MATERIAL IS PRESENT AT SUBGRADE ELEVATION, REMOVE AND REPLACE WITH
COMPACTED STRUCTURAL FILL PER GEOTECHNICAL REPORT.
37.SEE SURVEY AND ARCHITECTURAL DRAM FOR DIMENSION AND LOCATIONS OF BUILDINGS,
LANDSCAPED AREAS AND OTHER PROPOSED OR EX]STING SITE FEATURES.
38.SEE DRAINAGE PLAN FOR PERIMETER FOUNDATION BROS. FOUNDATION DIWNS SHU BE
INDEPENDENT OF OTHER SITE DRAIN ONES AND SHALL BE TIGHTLINED TO THE STORM DUN SYSTEM
WHERE INDICATED ON THE PLANS.
39.ALL REQUIRED STDRWWATER FACILITIES MUST BE CONSTRUCTED AND IN OPERATION PRIOR TO
INSTALLATION OF ANY PAVEMENT UNLESS OTHERWISE APPROVED BY THE ENGINEER.
42.AUL ROOF DRAINS, PERIMETER FOUNDATION DRAINS, CATCH WINS AND OTHER WERNAL DRAINS
SHALL BE CONNECTED TO THE STORM DRAINAGE SYSTEM, UNLESS NOTED OTHERWISE.
43.SUOPE OF FINISHED GRADE SHALL BE CONSTANT BETWEEN FINISHED CONTOURS OR SPOT
ELEVATIONS SHOWN.
44.nNISHED GRADE SHULL SLOPE AWAY FROM BIALDING WAU.S AT MINIMUM 22 SLOPE FOR A MINIMUM
DISTANCE OF 5 FEET.
45.WHERE NEW PIPE CLEARS AN EXISTING OR NEW UTILITY BY 6' OR LESS PLACE POLYETHYLENE
PLASTIC FOAM AS A CUSHION BETWEEN THE UTILITIES.
46.SEE MECHANICAL. DRAWINGS (WHERE APPLICABLE) FOR CONTINUATION OF SITE UTILITIES WITHIN THE
BUILDING
47.SEE ELECTRICAL DRAVANGS (WHERE APPLICABLE) FOR INTERIOR ELECTRICAL WORK
48.SEE LANDSCAPE DRAWINGS (WHERE APPLICABLE) FOR SITE tRRKATToN SYSTEM.
Storm Drainage Notes-
1. UNLESS OTHERWISE NOTED, ALL STORM DRAIAGE (SD) PIPE SHALL BE CORRUGATED HIGH DENSITY
POLYETHYLENE PIPE (CPEP) WITH SMOOTH INTERIOR CPEP SHAUL BE ADS N-12 OR HANCOR HI-1 OR
EQUAL AS APPROVED BY THE CITY PRIOR TO CONSTRUCTION. WHERE OTHER PIPE IS INDICATED. IT SHALL
BE REINFORCED CONCRETE PIPE (RCP). ASTM C-14 (24- DIAMETER AND LARGER TO BE REINFORCED ASTM
C-76), OR CORRUGATED METAL PIPE (CUP). CUP TO BE GALVANIZED SM WITH TREATMENT I ASPHALT
COATING OR BETTER. ALL ROD AND CUP SHWi FLAVE RUBBER GIISKETS. MINIMUM COVERAGE
REQUIREMENTS FOR PIPE SHALL BE PER MANUFACTURER'S REQUIREMENTS.
2 ALL PIPE SHAU. BE PLACED ON STABLE EARTH, OR F THE EXISTING FOUNDATION IS UNSATISFACTORY. THE
CONTRACTOR SHALL OVER EXCAVATE AND BACKFUl WITH A GRAVEL MATERIAL AS NECESSARY TO
SUPPORT THE PIPE.
3 PIPE BACKFILL SHALL BE PLACED EQUALLY ON BOTH SIDES OF THE PIPE OR PIK-ARCH IN L096 WITH A
LOOSE AVERAGE DEPTH OF 6-, W=UU DEPTH 8'. THOROUGHLY TAMPING EACH LAYER. THESE OOMPXTEO
LAYERS MUST EXTEND FOR ONE DIAMETER ON EACH SIDE OF THE PIPE OR TO THE SIDE OF THE TRENCH.
MATERIALS TO COMPLETE THE FILL OVER PIPE SHALL BE AS SHOWN ON THE PLANS AND INDICATED
IN THESE AND THE REFERENCE) SPECIFICATIONS.
4 ALL GRATES (INLET AND CATCH BASIN) SHALL MATCH PAVEMONT/CURB ELEVATIONS.
5 ALL CATCH BASINS SMALL. CONFORM TO WSDOT STANDARD TYPE 1, UNLESS OTHERWISE NOTED.
6 THE C0N`RkCTOR SHALL BE RESPONSIBLE FOR ADJUSTING ALL MANHOLE, NET, AND CATCH BASIN FRAMES
AND GRATES JUST PRIOR TO POURING OF CURBS AND PAVING.
7 ALL CATCH BASINS WIN A DEPTH OVER 5.0 FEET TO THE FLOW LINE SHALL BE A TYPE 2 CEL
8. ALL MANHOLES AND CATCH BLASINS SHALL HAVE LOCKNG LIDS.
9. STANDARD POLYPROPYLENE LADDER STEPS SHALL BE PROVIDED IN ALL CATCH BASINS/MANROLES EXCEEDING
5 FEET IN DEI'TH,
IO.CATCH BASINS SHALL HAVE STANDARD CAST IRON FRAME AND GRATES.
ILAUL STORM DFAN WORK MUST BE STAKED FOR UNE AND GRADE PFWR TO STARTING CONSTRUCTION.
12.STORM WATER REITNTON/DEFENTION FACILITIES, STORM DRAINAGE PIPE AND CATCH 84NS SMALL BE
FLUSHED AND CLEANED PRIOR TO CITY OF EDMONDS ACCEPTANCE.
13.PRIOR TO ANY SITE WOW PERTAINING TO DRAINAGE. THE CONTRACTOR SIRALL CONTACT THE CITY OF
EDMONDS TO SCHEDULE AN INSPECTION.
14.THE WANIZE SYSTEM SHALL BE INSTALLED 11 ACCORMANCE WITH THE APPROVED PLAN.
I5.ONE SET OF APPROVED DRAINAGE PLANS SHALE 13E ON -SITE AT ALL TIMES FOR DRAINAGE INSPECTION.
16. NO PART OF THE DRAINAGE SYSTEM SHAIJ. BE COVERED. CONCEILED, OR PUT INTO USE UNTIL IT HAS BEEN
TEM. INSPECTED, AND ACCEPTED BY THE CITY.
i7.STEmat. sroIN DRAIN GRATES "DUIAP NO WASTE, DRAINS TO SIREAM*
I&CONTRACTOR IS CAUTIONED THAT POTENTIAL CONFLICTS WITH EXISTING UNDERGROUND UTILITIES AND
STRUCTURES EXIST PROPOSED CATCH BASIN LOCATIONS ARE PROVIDED BASED ON AVAILABLE
INFORMATION AND MAY REQUIRE U14OR AMUSTMENTS. CONTRACTOR SHALL NOTIFY OWNER OF CONFLICTS
ENCOUNTERED. DETENTION SYSTEM, CATCH BASM FRAMES, GRATES, MATERIALS AND INSTALLATION METHODS
SHALL COMPLY WITH CITY OF EDMONDS DESIGN AND CONSTRUCTION STANDARDS.
NIS
Storm Drainage Notes 6
TRENCH EDGES MUST BE SAW CUT
AND TACKED PRIOR TO FINAL
TRENCH PATCH
AK. TRENCH PATCH
PA( WI 3
'S
TA BOTH E�OW) SEE E2
LE 6
2" of 5/8'z CSTG-��
4" MIN. DEPTH
1 -1/4' CSBC
X
01 BACKFILL MATERIAL
X . . . . . . . . .
(SEE NOTE BELOW)
.............
. . . . . . . . . . . .
0j
C)
MATERIAL
EEDD1N
NOTE
(SEE BELOW)
N 0 1 E:
REFER TO ClIf OF EOVONDS MODIFIC-0:JS T�l
DIVISION 9 O-_ WSDOT SPECIFICATION'; F��R
ROAD, BRIDGL & MUNICIPAL CONSTP-jCTj
TABLE 1: MA>� TRENCH PATCH PA' . WID']
__LRENCH DEPT-] PAY WIDTH
V-4' 40"
A'- 10' 60"
10'- 20' 72"
C I T��'� OF
[__[DiV-0[�,�Os
STA7L)AFID DI -TAIL
TYPICAL TRENCH SECTION
GEGCGT 11.1 '1
7124101 1— HIS E4.2
I HIS
General NotNe's' 3 COE,STD Detail E4.2 - Typical Trench Section 4
if I
RESIDENCE E
A.
CLEANOUT WITH 45-
REND AND CAP C.O.
NOT TO EXCEED 100' BWEE�l 1 4,14'x 5"
CLEAN OUTS CONCRE E
COLLAR
CLIANIIT Y1
" I I'KINW
T 'A ER) LEVELING COLLAR
CONCRET- LEVELIN6 COU AR
/1_0�-JNG LAMPHOLE COVER
12 MIN.
'-WATER TIGHT CAP
RISER rONCRETE PAD
12" PVC
SLEEVE
A. OR 6. SIDE SEWER� 6" RISER
GENERAL CLEANOUT DETAIL 6- WYE AND AS -
A n 1/8 B
IN 7ENJI 6�'OTl BLUE
32.
A- OR .' SIDE SEWER
ASPHALT GUGRF�CE CLEAN OUT DETAIL AT PROPERTY LINE
12" LOCHING LAMPHOLE COVER
(EAST JORDAN IRON WORKS CO.)
6- RISER 12" PVC SLEEVE (MODEL 111: 00366108)
PVC CAR
'IB'R
PWC
L CE NOTE,
TYPICAL 7CLNOUT UNDER ASPHALT SIDE SEWER JOINTS SHALL BE
OR CONCRETE GASKETED
:CATY.. I O�F',:.E.D,M 0 NO S
STArJDARD DETAIL
D "BIG" 6/16/1 L-� SEWER CLEANIOUT DETAILS
_11" NTB
D GE.CRT 4/2/0 G5
"" 7
COE STD Detail E6.2 - Sewer Clearout Details
IN TALL CHECK VALVE ON METER INS7AL
BLILGING CONG-TIGH -1. DELETE C-EC- V.- I
M�TERS TINST LLFIL WITH REPLACENEN1
C E_ ING 11 ..INS i
I I Do "L'r- :';',T-LLED I CITY
L-1
VALVE
'01
JI
(T
Ej
OPERTY
LIN�
Eel
(T 1 1- 1.� IC' U-.E: CURB SICP BHA L BE PLACED
�1 MARKED 1- IAONTED
ER -LE1 ON IT,
__D N CK _ NO CURB STOP,
CC- -ALL BE 16- I.Gli G C
ALL G .1 1 E "�ST �ER 7UBING
CEMENT LINED DI BRONIZE C RR VDA CC 11 -C 11,17 AID CO-4 (CTSI 5- DUTLET.
<FORG OR [
TERMAIN WIT� TIRE - SOF1 IUR!N� W - 'OLECUL-R �a Y PIPE '16D -1).
TITCN TYPE JO:NT TRACER WIRE ,- 8 Arl 1 'ARE D I. -D Y PIPE,
IRONIC 1111 '.T11 , 1�� EIA
3- 1E7ER SErl ED-L 10 ICONAL3
W TH INDLF BILI L11 L INL' �-(�K VALVE, 12- IALL
II G, 70,
INI_ET AM. oull, G �OGl CGNIGGT
(D DOUBLE B-A S� C -ER,11. D THIN CTEEL
MID-STA P.1GT:C,-LTCQ GO- I --. tl . 18 1 12, ITH
MG U.19 OUCIILE LI
(J) BRISS COMPRESSIGN FITTING
PAINTED 2 X -' IT-1 ',-TEQ' '1C LED C, I (=K) V WATER SERVICE TO HOUSE
MIPT � CT S G�I- j 5 I'G`Pa" ED TRACER ITAPED
N17TE: PVC PIPE SHALL NOT BE USED FC7 VAI[P SERVICES TO LY IPE EVERY 10-)
CITY 0F EDMQ�,J.DS:
STArJDARD DETAIL
__" !;.F __ :�
G. GGRGR �,i 1 34- and 11- WATER SERVICE INSTALLATION
G. GEBERT 1 6111, ,1
BIB D. DESERT 1 4 , P 07 1
COE STD Detail, E7.6 - 3/4" & I" Water Service Installation 8
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Grading
Drainage,
& Utilities
Notes
& Details
C2.1
Nis
COE STD Detail E7.7 - Residential Double Check Valve Assembly (DCVA) I
JLJ
A
.Y4 PLAN
—1-1
J—
Grease Interceptor 5
Ix
�GRATE SHALL BE 6' WIDE DUCTILE IRON.
TRENCH DRAIN GRATE NEEL PROOF LONGITUDINAL. ADA RATED,
NTS PER ZURN ZM6-HP) (ITEM NO. 18)
OR APPROVED EQUAL
1 4' MIN.
THICKNESS
4-
VAIRIES
SEE KAN
THICKNESS
4' MIN
'�TRENCH ORO
PER ZURN Z1186 OR
SUBGRhDE TO 95% APPROVED EOUAL
MODIFIED PROCTOR
TRENCH DRAIN SECTION
NIS
20* OR SLAB
20'
TRENCH DRAIN CATCH BASIN ---
PER ZURN 7887-6 (6-X201
OR APPROVED EQUAL
SLAB j
THICKNESS
TRENCH DRAIN CATCH WIN 2
NTS Trench Drain
WE INS-L — WE
101 1— —TECTON
.1 E.—
CONCR-i
(20). -
-101
GRADE
(T.) ='.RE
F�Rlc)
CONNEC' 11
IIATER zTR
_DATE"
&-CEW TO
FRONT V E
c—l', OR 'T. —ERS ELEMR� I IN
EON' DRECT BUREN. OR ROD
Is- R�Q I— CO.OLIT RER EILE�.- I—'
PER- REWRE—S.
NOTES: SIDE VIEW
PROVIDE On APPROVED SUPPORT FOR DEVICES LARGEO THAN I" DIAMETER.
OWNER S . 1
2 HALL FURNISH NSTALL AND MAINTAIN THE RPBA OR RPDA AND ALL PIPING AND
APPURTENANCES SHOWN ON THIS PLAN.
3. CITY WILL PROVIDE INSPECTION. INITIAL TEST OF THE RPBA OR RPDA PRIOR T
E TABLISHMENT OF WATER SERVICE WILL BE DONE Bf A STATE CERTIFIED BAT TESTER
REDUCED PRESSURE BACkFLOW'ASSEMBUES SHALL BE STATE APPROVED DEVICES.
5. ANNUAL TESTING Or RPBA AND RPDA REQUIPED BY OWNER
6. DRAIN SHALL BE SIZED IN ACCORDANCE WITH AWWA CROSS CONNECTION CONTROL
FI CURE 6 _8 (SEE SID DETAIL SHEET E 7.11.1)
7. ENCLOSURES SHALL BE LOCATED ON PRIVATE PRO�ERTI.
QTY-� -0 F� ED�AONDS
STA;JDARD DETAIL
11 —ERT
—11T .1-1 AMD RIRDA E7.11
.,s r
N's
COE STD Detail E7.11 - Hot Box Assembly For RPBA & RPDA 6
BUILANG
BLOCK
RIVER ROCKS
/*BOTTOM OF BIO;=ON
POND M (PE
S7
=— /— —
ONj
11� BID
SOIL
LA PLAN
00 NOT COMPACT SU13GRADE.
SCARP UPPER 3-e PRIOR
TO PLACEMENT OF
BIORETENTION SOIL MIX
V Pt SLOTTED UNDERDRAIN
IE PER PLAN 7-
12* MIN. AGGREGATE
PROVIDE 0.5"0 ORIFICE ON
END OF LINDER-DRAIN PIPE
w16' OUTLET PIPE PER PLAN
OVERFLOW DRAIN
W/ CAST IRON DOMED GRATE.
I'M PER PLAN
IE 1: SIZE PER PLAN
N"
Bioretention Pond Section 3
IF CLEANOUT 6 IN CONCRETE PAV
MACE. PROVIDE THICKENED EIX
& POUR CONCRETE MONOUITHIC
CAST RON COVER AND RING 90
`FDCO* FOR TOOK DPANS AND
'SDM" FOR STORM LINES
THREADED CAP
nNISH GRADE
12'0 DJ. III
CONCRETE -
nBER JONI
45' BEND -
SEE PLAN FOR
AND PIPE S12E
DIA PER PLAW
WYE OR 1/8
I I
PAVEL) AFFAS
SET FLUSH W/ FI?
LANDSCAPE GRADE
PLASTIC VALVE 00!
W/ 8- DtA LE
2' PEA
CAP
FABRIC
1/8 BEND
-LDIA PER PLAN
--�PLUG SI-IALL BE SEND
IN SAME MANNER AS
MAIN SEWER JOINTS
LANDSCAPED AF-AS Has
Clemout 4
NON SHRINK
-CORE DRILL EXISTING
RC PPE DETENTION VAULT
6-
SDRI PVC 4
WASHED WAR ROM
MANHOLE ADAPTOR 4
DOSTING DETENTON VAULT
4
"s
Existing Detention Vault Connection 7
N's
River Rock Channel 8 1
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'dPw BRH LJP
ORRR, CHW A-- Up
Grading
Drainage,
& Utilities
Notes
& Details
C2
E
SW 1/4, NW 1/4, Section 29, Township 27 N. , Range 4 E. , W.M.
-7-
---------- ------------
PAVE)JD4T
I RESIOR01 M
(TYP)
CURB RAMP4Z
M-2 -
(SIM) 7 i� -1
3bb R=i
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VCONC R.,
r
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PROPCSED VERTICAL
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CURB (ryp) "k
R 2'
SIGN '00 NOT ADA ST41PING
rl 2) Legend
Dm R
MUTI
ji)� R E a,
tI PROPERTY LINE
R_ 5 ADA SVIJBOL
R-i EX CONTOUR (INDEX)
SEA L COAT D PVMT .0
EX CONTOUR
TO REMA.N
I WHED. STOPS 61 Luf 4� PROPOSED SULD64G
CONCRETE WALWY
CONCRETE PAVEMENT
is
ASPHALT PAVEMENT
PAVEMENT SEAL COAT
k 4* WHITE STRSN�G LANDSCAPING
R=2' FF 78.0 FINISHED FLOOR DDATION
a
P HOT
ENEIL
A Es
R=2" LIN
A-
R=1
ERERGAT'F
10 UNE
R=2
LT.. CHECK V",
TRENCH DRAIN
STORM DRAINAGE PIPE
CLEANOUT (SOCO)
—DOWNSPOUT
EX TREE TO REMAIN
N
0 10 20 40
20
Scale T=20'
Asphaft Concrete Paving
1. MATERIALS AND WORKMANSHIP SHALL CONFORM TO 2010 WSDOT STANDARD
SPECIFICATIONS CONTRACTOR SHALL POSSESS AND BE FAMILIAR WITH
THESE STANDARD SPEOFICATIONS
2. PANANG WORK SHALL CONSIST OF NEW ASPHALT CONCRETE PAVEMENT
(ACP) AS SHM ON THE APPROVED DRAWINGS
3. ALL EDGES OF EXISTINNG ACP SHALL BE SAWCUT TO PROVIDEE FOR NEAT
JOWS WITH NEW ASPHALT OR OTHER SURFACES YMERE HE GRADES MEET
EXISTENEG. RDADVED ASPHALT OEM SH" BE DISPOSED OF OFF SITE
IN AN APPROVED MANNER.
4. CLASS *HMA J- ASPHALT CONCEETIE PAVEMENT SHALL BE FURNISHED AND
PLACED IN CONFORMANCE MM THE MATERIALS METHODS AND TOLERANCES
OF THE WSDOT StANDARD SPECIFICATIONS SECTIONS 5-01.1 THROUGH
5-04 3(21) FINAL COMPACTED DEPTH OF ASPHALT CONCRETE PAVEMENT
SHALL BE AS SHOWN ON THE APPROVED PLANS.
S. APPLY CSS-1 10 ALL VERICAL FACES OF THE EX SAWCUT PAVEMENTS
PRIOR 70 INSTALLATION OF NEW PAVEMENT.
6. PRIM KWD(-JOINT TAPE N ACCORDANCE WITH MAINUEFACTURES
REQUIREMENTS 10 ALL JOINT&
Call 3 Working Days
Before �
You DIGI
'11-800-424-6686
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
CITY ENGINEERING DIVISION DATE
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Sc.11,,WA981111
206.725.1211
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FOR 72 IOLRS,
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RD RETURN PRIIA STREET ENG FIWE BAE — LOTS. TR.C;IDN GRID 1DIA—EIS1 TG BE USED
AS INDICATED
' TO NON-TERSECTICEI CLRB RI-S CEN PRIVITE P-DPERTI TNE STARD DIAIRIND PA;tERN III BE
SED AS INDICATED IN BETAB_ A.
U
BEF POLERED SEPARATELY
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CITY ��F- -EQM0f,JDS.
EGI P"slo's STAillOARD DETAIL
-M." 1 .;'!. I CIURB RW rfPE 2
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2 - 14
CAST-IN-
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TOP COU
STO SPEI
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SID DET E4.2
ap
s
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PROVIDE TOPSOIL &
PLANIINGS PER PLAN
NON -PAVEMENT AREAS
' "s
Pavement Restoration 6
Not Used 10
SAIIICUT, TACK COAT AND MATCH
EX A94KT FULL 06" EXPANSION J
GRADE KIMT V '0.18' LOAD TRANSFER SMOOTH DM BAR
FINISHED LAN 9' ENT 0 12' O.C.
14 0 18' O.C. EACH WAY
IN� /3 OF SA
ED( UNDISTURBED PW
SUB -BASE MUST BE
COMPACTED TO 95% MAIL
DOM PER ASM 01557
3* CLASS V ASPHALT CONCRETE IEVMT
2* CRUSHED SURFACNG TOP COURSE
PER WSDOT STO SPEC 9-UX3)
COMPACT TO 95% WAX DENSTY
4* CRUSHED SURFACM BASE COUtSE
PER WSDOT SID SPEC 9-03.91(3)
COMPACT TO 95Z MAX DONSTY
12- (WIN) GRAVEL BORROW AS REOUIROD OR
DDSTING SUBGRADE COUPACIED TO M
WAX. DENSITY PER ASIM D1557
1. SAWOUT FULL DEPTH WX REV PVW7 ABUTS EXISTING AND APPLY TACK COAT.
2. PLAUE AC IN ACCORDANCE VTH WSDOT APWA SECTION 5-04
3. PROOF ROLL AND REMOVE ANY SOFT SPOTS REPLAa RIUM MATERIAL WITH GRAVEL BORRCEN
R TO Pj
V,Nr
CONTRACTOR 91ALL TEST AND VERFY SUBGRADE VEM MMPACTIDN MOUIREMENTS PRO A
WTs
Asphalt Conc Paving 3
AUGN CENTER OF WHEOLSTOP
MOF PAWNG STAU.
cam vangop
ON EAM PARKING STAU.
WHERE WDICKIED ON PAM
PLAN ON SHT C-10
4- WHITE
PAINTED STRIPING
(W ALL PA"G STALLS)
-----------------------
e�,p
gV.
111. _31
gir
;1,40,
w1w
6* CONCRETE
PAVEMENT 4000 PSI
-r COMPACTED DEPTH 5/8* MINUS
CRUSHED SURFACING TOP CI0JRSE
PER VSDO7 STE) SPEC 9-03.9(3)
-3- COVPEACTEID WITH 1-1/4' WDIUS
CRUSHED SURFACE BASE COURSE
PER WSDOT STD SIU 9-03,9(3)
- 12- (U�O GRAVEL BORROW AS REQUIRED OR
EXISTURG SUBGRADE COMPACTED TO 95%
WAX DENSITY PER ASTU D1557
NOTES:
RACE CONTRACTION JOINTS AT MAX '0* OC IN BOTH DIRECTIONS ON (IA.
IINTRACTION JOINTS SHALL BE MADE By SAW. RASC STR.PS RAM
W/ CONCRETE, OR TOOLED INTO CONCRETE DURING PLACEMENT.
NTS
Cement Concrete Pavement �r
mm
PKI'm
STRIPI
PLAN MEW
NTS 8
ADA Symbol
CRAY RECYCLED PLASTIC WHEEL
STOPS FROM BARCO PRODUCM.
BELSON OUTDOORS OR AMOVED
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STRIPING
SECTION VIEW
12
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STRUCTUR� WITHIN VA
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EXISTING AREAS
Pervious Surface 550 SF
Impervious Surface 1ZO56 SF
Total Area of [Astrubance, 1Z606 SF
REFER TO FIGURE 3
FOR THE COMPLETE DOWNSTREAM
DRAINAGE COURSE FROM THE SITE
N
0 15 3 0 6 0
Scale 19=30'
Dicks Drive In
7936 seward park Ave s, Description Febuary 7, 2011 Figure
SeaW; WA 98118
p. 206.725.1211 Existing Conditions
1216,171,1344
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0
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to 7 x
BUILDING 1,001
TO BIORETENTION
7.7 ...
.................
UPSTREAM AREA
TRIBUTARY TO SITE
TOTAL 15,334 SF
A/
4
jr
.4-
PROPOSED AREAS
Bu&ft Roof Area
(MMCATO BY BIORDUMON ARV)
Replaced hipervious SLwface
(DIRECILY DISCMRGING TO U VAULT)
Impervious Surface
Pervious Surface
Total Area of l3istrubance
C 2010 LPD Engineering PLLC
5,086 8F
5,224 SIF
10,310 SIF
Z296 SIF
1Z606 SF
tl
/x
1 0 15 30 60
Scale 1 =30'
Dicks Drive In
7936 Seward Park Ave S, Description Febuary 7, 2011 Figure
SmWe, WA 98118
p. 206.725.1211 Proposed Con.ditions
E 206.973.5344 4
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9
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NEW AND REPLACED
TOTAL 4,438 SF
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NEW/REPLACED POLLU11ON
x j GENERATING IMPERVIOUS SURFACE
N
0 15 30 60
Scale 1"=30'
Dicks Drive In
7936 sewud pak Ave s, Description Febuary 7, 2011 Figure
Seattle, WA 98118
p. 206.725.1211 Pro-Do'sed Conditions
E 206.973.5344 x 5
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%NNH 01; 1 E_ -3 +7, YL to' RIM 355.64
IE 354.44 (6- N)
-1
RIM 356.5
IE 354.0--(6- E)
EX 8" SS (TOP FOODS). CONDITION OF EX SS
LATERAL TO BE VERIFIED BY OWNER. TV LINE
AND PROVIDE COPY OF INSPECTION TO THE CITY -
PUBLIC WORKS DEPARTMENT FOR APPROVAL CONTACT——,
6
N
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A
PUBLIC WORKS SEWER DIVISION AT 425.771.0235.
IE 349.34 (6")
13 LF 6" SS @ 2.00/6
TRASH ENCLOSURE PER ARCH DWGS SHT 2. SURFACE
RUNOFF & WASHING WITHIN TRASH ENCLOSURE WIH
DRAIN TO SS
-GA-20 00''G
EPTOR ��612� UON,
S,, IN, 6" ID (1YP)__111'�,J/
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APPROX DEPTH TO POSSIBLE LOCATION FOR SNOHOMISH
TOP OF SEWER AT COUNTY PUD TRANSFORMER & VAULT
ELEC CROSSING 9.8'
'6') COORD W1 SNOHOMISH COUNTY PUD
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X GAS
.7
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BLDG`ROOF DRAINS.- ROUTED ��PIORETE
N11ON ARE
INTERNALLY-.30- INGLE--DS_
1) 8D 02, SDCO 12" PONDING - DEPTH `t�43
I I � . APPROX ELE� ROUTING
PER ARCH DWGS SHT 7.1 3:1 83IDE SLOPES
ROOF -OS--DAYLIGHT TO COORD W/ NOHOMISH -
IE 352.18 (6- E) BOTTPM- EL- 354.0 COUNTY
Pub
TC 356.5 GRADE 107 No TOP OF WS 355.0 T-
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352.5 (6
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35
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NNECT TO EX SD
TC 355.66 DETENTION VAULT lo,
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2.0%
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6
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PROVIDE 6" CURB�,,'
*8 41
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TO.
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(=�Z' WATER METER PATI ERVICE
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TC 356.57 AR C60b I S' V
1 1 55.46
TP 35&07-*--
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TC 356.0 'C 355.14
TP 355 58
ATCH W/ EA
TP 354.14
I , + I % +
WA SERVICE PVMT GRADE &
V". J
5. 7'�/,
+
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PROVIDE 6" CU RB
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17014 IRRIGATION LAYOUT
LA
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PER ARCH DWGS
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+ +
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XL
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7
ij
EX WA MAIN ESMT
(HAGGEN)
71 1
XJI
IMM, 11VIOUS SURF ACE CRAWr
Line
Ty PQ
Area (square feet)
Non -Regulated
0
Exempt I
Regulated
Replaced
New (Post 1.977)
.................
4 444 4 4 4 4 4 1 +
10,310
0
3.
4.
Total Itegulated Impervious Area
.10, 310
Mitigation required �f in e_vcess ql'20001!f
5.
Total Area Mitigated by
Fxisting Stormwater Management Systeni(s)
6.
Regulated Area Not Yet Mitigated
7.
Area Proposed to be Milligated by Low Impact Development Techniques
8.
Area Proposed to be Milligalled 11hrough Conventional SWM Techniques
PLEASE NOTE THAT VMM TFENCH FEPAIR AM REPLACM IMPERVKM
MWACE IS NOT INCLUDM
I � - 0=0
PROPERTY LINE
EX CONTOUR (INDEX)
.... ..
EX CONTOUR
PROPOSED BUILDING
'd
CONCRETE WALKWAY
..........
..........
CONCRETE PAVEMENT
ASPHALT PAVEMENT
+ + + + +
LANDSCAPING
R= 78.0
FINISHED FLOOR ELEVATION
PRESSURE BACKFLOW
,,,,---REDUCED
ASSEMBLY IN HOT BOX
"*_�WATER SERVICE LINES
WATER METER
IRRIGATION LINE
DOUBLE CHECK VALVE
TRENCH DRAIN
AREA DRAIN
STORM DRAJNAGE PIPE
\-CLEANOUT
(SDCO)
-
DOWNSPOUT
230
PROPOSED CONTOUR
xxx.x
SPOT ELEVATION
VERTICAL CURB
0
EX TREE TO REMAIN
WS
WATER SURFACE
LA
LANDSCAPE ARCHITECT
ARCH
ARCHITECT
TRENCH NO. OUANVY
8601 1
8602 1
8603
8604
8605
8606
8607
8608
8609
Zo 1 -4 v L
IL
Call 3 Working Da i�.
0 f o r 0 You D19L
CITY of EDMONDS
APPROVED FOR CONSTRUCTION
MY ENGINEERING DIVISION DATE �
0 1" 2-
11112MMEM 1111us=
Two Inches At Full Scale
If Not Scale Accordingly
I Project Name
all
0
MIN
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0
0
. r-4
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Project No.
108_10_01
Issue Date
02/14/2011
Scae
As Noted
Designed
BFJ1 Checked LJP
Drawn
CHW Approved LJP
Description
Gradinr,-
9
Drainage
& Utilities
4 2,0 1-]
DEVELOPN';';��
IT SERVIi-m, rm'�
Sheet I I U r �J j j
C200
Electrical Asb ilts
CONNECT TO EX 8" SS
IE 345.32 (61
SD Ot CB TYPE 1 (Z 88CO 3
RIM 356.5 U2. RIM 356.02
IE 354.0W E) IE 345.9 (6-)
SW 1/4, NW 1/4, Section 29, Township 27 N. Range 4 E. 5 W.M.
(5) 3" Pipes for secondaries 8D43 cB
ZURN 2887-6 CATCH BASIN
to switch gear OR APPROVED EQUAL (2) 2 Pipes
RIM 355.64
IE 354.44 (6- N)
APPROX DEPTH TO POSSIBLE LOCATION FOR SNOHOMISH
TOP OF SEWER AT -P
ELEC CROSSING 9.8' COUNTY PUD TRANSFORMER & VAULT
9 1� /Z/ C00"ORD W1 SNOHOMISH COUNTY PUD
CONNECTION V/--EX GAS
EX 8- SS (TOP FOODS). CONDITION OF EX SS
APPROX ROUTINGb-SHOWN
LATERAL TO BE VERIFIED BY OWNER. TV LINE
--RdUTEIJ-L
AND PROVIDE COPY OF INSPECTION TO THE CITY:!
DRAINS-
rUbUU WUKKb UWAKIM11111 rUK ArrKUVAL 6UNIAW
PUBLIC WORKS SEWER DIVISION AT 425.771.0235.--------- ',Cb OZ SDW
IE 352.18 (6- E)
27 LF 6* SD 0 2.0% MIN
TC 356.14
�.64--
7C 356.77
13 LF 6" SS 0 18.0% TP-35q.2
TRASH ENCLOSURE PER ARCH DWGS SHT 2. SURFACE
RUNOFF & WASHING WITHIN TRASH ENCLOSURE WILL
DRAIN TO SS
GREASE INTERCEPTOR 612-GA 2000 GALLON
RIM 355.97
IE 350.99 (6" N) OUT 6- FD (TYP)
IE 35t-.24 (67 S) IN
22 If 6* SS 0
X-ING
V52i09 19
35 .5946-
I
T" I OT NO.
590700004001
/U2. RIM 3.1
I E 3 62
APPROX. LOCATION OF,
METER C )ORD/W/ PSI
tj
INTERNALLYM-
APPROX ELIE ROUTING
PER ARCH DWGS SHT 7.1 3:1 ME SLOPES
COORD W/ -�NOHOMISH-�.
---------ROOF-DS-DAYLIGHT-TO-1-- ----------BoTrpm-EL-354. COUNT�YPUb---
GRADELOT NO.
TOP 9F WS 355.0
580700094001
RIVE� ROCK 8D 44. 8DW I
S INGLE �DS--�--�
IGS S T 7
T To_
GH
--CHANNfLI!2:� RIM 354.5
<
U2 ir %r.,) r, 'i" -E)- 1�13 L
J-Box
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558
51 LF 6* SU V-4.U<0 MIN
VEPELOV
J-Box OP -,,l ROUND 'D
RAII'11111-�
IN, W/-DOM ' G TE
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E 351 A3 4,IN)
355.77 66 LF 6" SD 0 2.07. MIN
U'�>v
TP 355.'
TC 356.77 355.76 ,CONNtdt,SD TO �E
V 356.27 X NNECT TO E)(
.1. - / TXC 35 DETENTION VAULT, 48.0± '9 1.9
+ 87 LF 6� SS E 351.20 (61
0 8.5% 5536 T 355.38
+ VC I
+ + 4
iM 355 35
IE )6.78 (6") IE 354.3
OT "An'i 4. Y,
355.33 EX UNDER ND
355.76 SSW 2 12:1 MAX 359.46-- DETENnJ0 ULT
4
RIM 355.71 1
SLOPE
+
64
4 o + ++4
1E 352.64 4 TC 355.1
V 354.64 + + + + ++.
11 LF 6* SS 0 1.8% + + + +
N)SED + + MATCH W/ EX
55.76 .++ 'e
PRO ED
BLDG .1 - � + NMI GRADE &
PrnZ 713 356*82 353.50 t6j UILU UIUNt
FF W5.8 + 11 PROVIDE 6" CURR/
OVERHAN #
TC UV
A A rrn Pprq4zl 1pr 355.76
AU'len nW 3558 G
(6m)
I � yrz z�,AS8EMBLY IN HOT BOX
/I \ A] 4a) 1- WATER mEn
TP
I I , /
0 V, FD(
1 CIA ENT
(DICKS DR1VE-IN)
01 LF 1*
f0' WA
HAG
'/P-
+
+ +
+ +
7.7.7.' C.'
TC 3&5%5.79 1 / / I/ ". IX'' .11 //
355. /-'?/,,,Sign Power 'Kk U% B!*LTRAtOK 7rl
TC 356.71 6
1 PA110 E "I �: - * #
V 356.2 0 EX
6.71 4 GEIONO, b
TC 3�6
5 '.46 4/ Fj; CONDITIft
5
+ + 44. RAISE1 TO GkE PROPOSED P ING
+ NON (1) 3/4" PIPIU
PRO14D SOLID STAII
SKID '4YOUT PER
C-3.0
356.no
H W1
TC 355.14 +
L-V . . . . bcx
TP 354.64 + +
3555. :+
PVMT GRADC'& + + o'
D& rt
PROVIDE 60 CUI1W ++,+
.7 +
+ +
+ + +
35 .6-1
REFER TO [A P TP 3 64 + +++
I TC 3 +
F00 IRRIGATION LAYOUT
CONNECT TO
EX 8n WM
TAX LOT NO.
580700004001
IWERVIOUS SURFACE CHART
LANDS, IE
TP 355.05 N-SIGN
LE CHECK' J� PER ARCWDWGS
P S
')SEWLY C5
bi! LINE / + C�
& -4
MATCH W/ EX
PVmT GRADE &----
+ + CURB COMN T n1%
pl?9W PO
PROVIDE 6"/'
EX WA MAIN ES
(HAGGEN) /
(1) 4" Pipe
X
0 e r
no%
/Data/
�k/
V/
Z
41
V !4,7� E
20 0 10 20 40
hip
r)9 Scale 1 =20'
D/5
Area (square feet)
Line
Type
Non -Regulated
0
Exempt
Regulated
..........
2.
Replaced
0
10,3109
3.
New (Post 1977)
+
0
Total Regulated Impervious Area
4.
107310
i
Mitigadon regidred if in excess of 200qsf I
S.
Total Area Mitigated by Existing Stormwater Management System(s) I
6.
Regulated Area Not Yet Mitigated
7.
Area Proposed to be Mitigated by Low Impact Development Techniques
8.
Area Proposed to he Mitigated through Conventional SWM Techniques
P
h (
54
TV LOT NO.
Legend
PROPERTY LINE
EX CONTOUR (INDEX)
EX CONTOUR
PROPOSED BUILDING
CONCRETE WALKWAY
............
CONCRETE PAVEMENT
ASPHALT PAVEMENT
+ + + +
LANDSCAPING
F:I= 78.0
FINISHED FLOOR ELEVA71ON
REDUCED PRESSURE BACKFLOW
ASSEMBLY IN HOT BOX
WATER SERVICE LINES
WATER ME1`ER
IRRIGATION LINE
DOUBLE CHECK VALVE
TRENCH DRAIN
AREA DRAIN
-\\-CLEANOUT
STORM DRAINAGE PIPE
(SDCO)
DOWNSPOUT
230
PROPOSED CONTOUR
XXX.X -11X
SPOT MATION
VERTICAL CURB
0
EX TREE TO REMAIN
WS
WATER SURFACE
LA
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CITY of EDMONDS
APPROVED FOR CONSTRUCTION
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No. Revisions Date
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MELOPMENTSERVICES C1 11.
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CHIPPED DARK MULCH WITH145 FEET OF TRUNK AS PART OF MAINTENANCE
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GRUB OUT ROOTSI DISPOSE OF DEBRIS LEGALLY OFF SITE. FILL RESU
EXCAVATIONS WITH APPROVEO TO?S011- MIX. COMPACTED TO 75% MAXIMUM DRY
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REMOVE EXISTING OAK TREES FROM ALONG EASTERN PROPERTY LINE. GRUB OUT
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GROUNDCOVER PLANTING
COTONEASTER DAMMERI 'CORAl- BEAUTY
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APPROVED TOPSOIL MIX, COMPACTED TO 75% MAXIMUM DRY DENSITY.
3
TREE PLANTING
ACER PLANTANOIDUS "NORWAY MAPLE", 2" CALIPER BALL & BURLAP, WITH 2" DEEP
CHIPPED. BARK MULCH WITHIN 5 FEET OF TRUNK. AS PART OF MAINTENANCE
PROGRAM AFTER FIVE YEARS' GROWTH, LIMB UP CLEAR TO V-0" ABOVE ADJACENT
FINISH GRADE.
4
HEDGE PLANTING
110TTO LUYKEN'LAUREL" PRUNUS LAUROCERASUS, 5 GALLON CAN, WITH 2" DEEP
CHIPPED BARK MULCH WITHIN 3 FEET OF STEM. AS PART OF MAINTENANCE PROGRAM
AFTER TWO YEARS' GROWTH, TRIM TOPS LEVEL, NOT TO EXCEED HEIGHT OF V-0"
ABOVE ADJACENT GRADE; TRIM SIDES TO 1:12 BATTER, NOT TO EXTEND BEYOND
FACE OF ADJACENT CURB.
6 Z
UKVUNUt;VVr_K rLpkm i um"
BEAUTY1. "iGALLON CANS SPACED 24" ON CENTERS
COTONEASTER DAMMERI "CORAL
EACH WAY, WITH 2" DEEP CHIPPED BARK MULCH BETWEEN PLANTS.
.. ...... .... ......
..... .. F u kolm c-avf.9 &4 IL OUT .*J.*IrF.0 pll&wTWe4
....... .. .
7
RAIN GARDEN PLANTING
MIX OF "MARCH MARIGOLD" CALTHA PALUSTRIS (AT CENTER); "JAPANESE SWEET
FLAG" ACORUS GRAMINEUS (AT SIDE SLOPES); AND "PLANTAIN LILY' HOSTA GINKO
-.3,2.4-a
CRAIG (AT PERIMETER), 2-GALLON CAN, WITH.4" RIVER -ROCK COBBLE SURROUNDS.
8
FILTER FENCE
TEMPORARY FILTER FENCE PER DETAIL. FULLY PROTECT ADJACENT BIOFILTER
SWALE.
.......... . .... ...
DUILDING DEPARTME
0 fy or MV
�j - [7 , ONIX9
. . . . . . . . . . . . . I
. .
1 90,
mA
THAT PORTION OF THE _2L1/4, _N�D/4, SECTION _aE TOWNSHIP _37- NORTH, RANGE __Q!_ EAST, W.M.
Lo
Q
-D T
T- T
- - - - - - - - - -
CO
cn
CONC. WALK
p
..A
D-D- n4--�e_-D-D_ ���BD D D-D-D-D-D , " %. .... T- T--t- T- r
Dl -D�D�-D-D-D-4-D-D_ D-D 4'.
D2 CWH FLOWLINE, S3 I
-6 _G -6
s
TAX LOT NO. PIT 62.
580700004001 4j
4
s-s-s-s s-s-s s
-s-s-s-/ S-S-S-S_s_�_ <;2
s-s-s-s S-s-�-s
_s
N89'1 O'J 1 "W 'D3 -S _R =_55TOO
L=211.73' D20 4v C2
16J.85
p
....... 44 el
n S ... .....
.... .........
... . .. ......
p
p T13m: IFOUND K
C-2
..........
co.......... * ..........
........... .. - .........
. ..... . ... . . . / 0,
R ...... .......... - D4 NAILI EL. =J48.7
........................................ 346
................ .........
IR.... ..
..........................
. .. . . . 11-1 \ F %/
.. .. . . . . .. .
..............
. . ......... .........
....................... . .....
..... / ............ . . .... ....... C-i
...... .............. ................ D19
Sb* ......... . ...... 8 MAP�E 41
TAX LOT NO. ....... ....... . . . . . . . . . . . . . . . ... . . . . - . . . . .0
...... .. ... ....... ...... I ........
580700004001 4L
..... ....... ... ... ............
ISO, ....... ....... .....
.. . .. . . . . . . . . . . . . �L C NC.
.... .. ....... ....... .......
............. BLZICKkk\ D
0) ....... ..... .. ......
............. ...... ....
............. .. .. ..... .......
TAX LOT NO.
580700004008 ................... . . . . . . . . . . . . . . . . .
......................
........... ....... ........
................... ........ . ..
..... .. ............ D17
....... ... ...
.......... ..
Y
i: V 4
................. .
N ...... ........... (�61 ......
..............
..... ...........
D6: D12
.54 ..................................
................................. �&c
P
a ... ...............................
............ ....... .................
... .........
...... .............
.. .... .............
....................
.........................
.......... ..............
. . ..... ....... ...
D 11
..... .. ... * ... ....... .......
..... ...........
"0"
4z ... ...... 6
4qz........ . .......... . .....
...............................
............ 14:7
............ ..... ...............
lilt . ..... b
z
A�..........
....... . IMAPL
4
............ A� ki
.......................... :y
4�)
. ........... ...
.................................... j
7 .......... ...
..................... ............. C.2
..... ...............
..... ......
111111111411111111 . . . _. - x�' /
...... .......
...... ....
n%_
..... ...... ...
...... ..... ..... ............ ..... A�
..... .................. SEWER & STORM SCHEDULE:
.... ....... .. .....
R= 17.50'
........ ..
.' .' .. .. .. .. .. .. . ... . _.. . . - / // / - . / / .." Sl TOP OF SEWER MANHOLE J5Z57
............... ....... L=8. 49' q c) (j,
D r�D= D CIIRB �l
D2
7 _rn
CONC.)
... ...... ... E. INV J46.57 (12
........... ...
....... .. ......... ... ... ...... CONC.)
TAX LOT NO. .............. /4.1 SW INV. J46.67 (12
D7 .................. v
... ... .................. S2 TOP OF SEWER MANHOLE = 350.44
580700004001 ..... ... D13 v NE INV = J4J. 09 (12 CONC.)
.. ........... ......... 1/0" UAPL
........... ........ ....... CONC.)
.......... ...... W. INV = J43.19 (12
550
SJ TOP OF SEWER MANHOLE = J47.45
.............. ..........
IN v = 47P R 1
LEGAL DESCRIPTION
THAT PORTION OF OF TRACT 40, SOLNER'S FIVE ACRE TR4CTS, ACCORDING
TO THE PLAT THEREOF RECORDED IN VOLUME 7 OF PLATS, PAGE 25,
RECORDS OF SNOHOMISH COUN7Y, WASHINGTON DESCRIBED AS FOLLOWS:
COMMENCING AT THE INTERSECTION OF THE NORTH LINE OF S410 TRACT 40,
WITH THE WESTERLY RIGHT OF WAY MARGIN OF STATE HIGHWAY SR 99
(P.S.H. NO. 1); THENCE S25'4J29"W ALONG SAID WESTERLY MARGIN A
DISTANCE OF 98.17 FEET TO A POINT ON A CURVE TO THE LEFT FROM
WHICH THE CENTER BEARS S65'30'59"W 25 00 FEET DISTANT; THENCE
NORTHWESTERLY ALONG THE ARC OF S4/D CURVE THROUGH A CENTRAL
ANGLE OF J9*47'30" FOR AN ARC LENGTH OF 1ZJ6 FEET TO A POINT OF
TANGENCY; THENCE N61'16*Jl'W A DISTANCE OF 16.67 FEET To THE POINT
OF BEGINNING,' THENCE CONTINUING N61'16'31'1W A DISTANCE OF 48.42
FEET TO THE BEGINNING OF A TANGENT CURVE TO THE LEFT HAVING A
RADIUS OF 50-00 FEET, THENCE WESTERLY ALONG THE ARC OF SAID CURVE
THROUGH A CENTRAL ANGLE 2454'00" FOR AN ARC LENGTH OF 21.73 FEET
TO A POINT OF TANGENCY; THENCE N89*10,31"W A DISTANCE OF 16J.85
FEET, THENCE S25*4J29"W A DISTANCE OF 106.84 FEET, THENCE
S64'16'Jl"E A DISTANCE OF 158.29 FEET TO THE BEGINNING OF A TANGENT
CURVE TO THE RIGHT HAVING A RADIUS OF 1Z50 FEET, THENCE
SOUTHE4STERLY ALONG THE ARC OF SAID CURVE THROUGH A CENTRAL
ANGLE OF 2748'40" FOR AN ARC LENGTH OF 8.49 FEET TO A POINT OF
TANGENCY, THENCE SJ6*27'51 "E A DISTANCE OF J8.JJ FEET, THENCE
S42'J4'OJ"E A DISTANCE OF 12-14 FEET TO A POINT ON A CURVE TO THE
LEFT FROM WHICH THE CENTER BEARS N42*01'05"W 86.54 FEET DISTANT;
THENCE NORTHEASTERLY ALONG THE ARC OF SAID CURVE THROUGH A
CENTRML ANGLE OF 22'15'26" FOR AN ARC LENGTH OF JJ-62 FEET TO A
POINT OF TANGENCY, THENCE N25'4J29-E A DISTANCE OF 172.09 FEET To
THE POINT OF BEGINNING.
NOTES:
FIELD MEASUREMENTS FOR THIS SURVEY PERFORMED WITH A 2" TOPCON
TOTAL STA77ON USING TRAVERSE METHODS THAT MEET OR EXCEED
ACCURACY REQUIREMENT5 CONTAINED IN WAc jj2. ljo.090.
THIS SURVEY WAS CONDUCTED WITHOUT THE BENEFIT OF A CURRENT TITLE
REPORT AND THEREFORE DOES NOT PURPORT TO SHOW ALL E4SEMENT5 OR
RESTRICTIONS OF RECORD, IF ANY.
THE BOUNDARY CORNERS AND LINES DEPICTED ON THIS M4P ARE PER
RECORD TITLE INFORMATION AND REPRESENT DEED LINES ONLY THEY DO
NOT PURPORT TO SHOW OWNERSHIP LINES THAT MAY OTHERWISE BE
DETERMINED BY A COURT OF LAW.
THIS TOPOGRAPHIC SURVEY IS INTENDED FOR GENERAL DESIGN PURPOSES.
ADDITIONAL SURVEYING MAY BE REQUIRED To MEET* SPECIFIC CITY/CoUNTy
ANDIOR ENGINEERING REQUIREMENTS.
THIS SURVEY WAS PREPARED FOR THE EXCLUSIVE USE OF THE CLIENT
NAMED.HEREIN, TO BE USED ONLY FOR THE PURPOSE FOR WHICH IT WAS
ORIGINALLY INTENDED. ITS USE DOES NOT EXTEND TO, AND IS NOT
AUTHORIZED FOR USE BY ANY UNNAMED PERSON OR PERSONS. THIS
SURVEY IS NOT TRANSFER4BLE TO ANY OTHER PARTY WITHOUT THE
EXPRESS PERMISSION AND RECER77FICATION BY THIS SURVEYOR TO
ANOTHER PARTY
ALL FOUND SURVEY EVIDENCE WAS VISITED ON THE DATE OF THIS SURVEY
UNLESS OTHERWISE NOTED
COPYRIGHT BY CRONES & ASSOCIATES LAND SURVEYING.
VERTICAL DATUM.
THE ELEVATIONS AND CONTOURS SHOWN HEREON ARE EASED UPON CORS
NETWORK, STATION ID 'PFLD, ELEVA77ON DETERMINED TO BE: 60J.790
FEET, NAV088.
SET'AN ONSITE TEMPORARY BENCHMARK. FOUND PK NAIL ON NE PROP.
COR.. ELEVATION = J48.70 FEET.
CONTOUR INTERVAL: 1 FOOT.
LEGEND:
@ FOUND NAIL & DISK, LS IIJ0450, AS SHOWN
RIW
RIGHT OF WAY
CATCH BASIN
FIRE HYDRANT
\ %.Tl . '& I / IV I . 1 0 GAS VALVE
...... ...... S. INV = JJ8. 75 (12 - CONC.)
...... ..........
SW INV. = J38.80 (12- CONC.)
..... ....... ... tK Ile
M IRRIGATION CONTROL VALVE
S4 TOP OF SEWER MANHOLE = J51-02
pin
N. INV = J42.27 (12- CONC.)
POWER VAULT
S. INV. = J42.J7 (12- CONC.)
TOP OF CATCH BASIN = 356.57
Dl LIGHT POLE
D ,6 E. INV = J51.42 (18" STEEL)
ST
W. INV. = J51.J2 (18 EEL) POWER POLE
CONC D2 - TOP OF CATCH BASIN = J52.06
--l-BLOCK'S S. INV. = 348.76 (12 - STEEL)
POWER JUNCTION BOX
STEEL)
AJA- W. INV = J48.71 (18
12- M4�% 4v DJ - TOP OF CATCH BASIN J52. 11
ST
N. INV = J48.Jl (12 EEL)
STEEL)
SW INV. = J4Z51 (18
Q
D8
TOP OF CATCH BASIN = 354.24
D4
4-- k1
ry BOT OF DRAIN VAULT J4ZJ9
D5 - TOP OF CATCH BASIN = J54.75
4"' MAPLE BOT. OF DR41N VAULT J4Z45
D6 - TOP OF CATCH BASIN = J54.94
BOT. OF DRAIN VAULT J4Z44
D7 - TOP OF CATCH BASIN = 355.2J
BOT. OF DRAIN VAULT J4ZJJ
D9 D8 - TOP OF CATCH BASIN = J55.J6
N. INV. = 351.16 (12- STEEL)
W. INV = J51.Jl (12" STEEL)
D9 - TOP OF CATCH BASIN = J5J.86
N. INV. = 34Z71 (24- CONC.)
D 15 D10 - TOP OF CATCH BASIN = 354.34
BOT OF DRAIN VAULT = 34Z29
D11 - TOP OF CATCH BASIN = 354.27
BOT. OF DR41N VAULT = J4Z22
D 12 - TOP OF CATCH BASIN = 352.70
C_j W. INV = J50.00 (12 -STEEL)
DlJ - TOP OF CA TCH BASIN = J53.14
W, INV = 350.J4 (12- STEEL)
C-1 D 14 - INV EL. CULVERT = J4Z31
S TEEL)
GRAPHIC SCALE (12
D 15 - TOP OF CATCH BASIN = J50.25
SE INV = J4ZO5 (12- CONC.)
0 10 20 40 NE INV. = J46.94 (12" CONC.)
D 16 - TOP OF CATCH BASIN J49.7J
OEM
CONC.)
s.. N. INV = J45.4J (12
S4 S. INV = J45.5J (12- CONC.)
D17 - TOP OF CATCH BASIN = J48.14
0,
IN FEET (UNABLE TO OPEN, STRIPPED BOLT)
D 18 - TOP OF STORM MANHOLE = J49.25
1 inch = 20 ft. N. INV = 34J.55 (12- CONC.)
TAX LOT NO. E INV. = 34J.05 (J6- STEEL)
580700004006 S. INV. = 344.25 (24- STEEL)
W. INV = J43.55 (24- STEEL)
NW INV. = J44.75 (4- PVC)
D18A- INV. EL. CULVERT = 345.06
(2 4 - STEEL)
D 19 - TOP OF CATCH BASIN = J4 Z 12
N. INV. = J44.00 (12- STEEL)
S. INV = J4J. 92 (12 - CONC.) 21900 HWY 99,
D20 - TOP OF CATCH BASIN = 346.98 EDMONDS, WA 98026
S. INV = 344.13 (12- S7FEL)
STREET FILE RECEIVED
FEB 14 20 11
DEVELOPMENT SERVICES CTR.
CITY OF EDMONDS
POWER LIGHT BOX
S4NITARY SEWER MANHOLE
@ STORM MANHOLE
0 DECIDUOUS TREE
N WA TER VA L VE
G
- GAS LINE
-E-
OVERHE4D ELECTRIC LINE
-P-
UNDERGROUND POWER LINE
-E-
SANITARYISEWER LINE
-D-
STORMIDRAINAGE LINE
T-
UNDERGROUND PHONE LINE
W-
WATER UTILITY LINE
S UR VE YOR'S CER TITICA TE
THIS MAP CORRECTLY REPRESENTS A SURVEY MADE BY ME OR UNDER My
DIRECTION, AT THE REQUEST OF KEN FRAZIER WITH DICKS DRIVE-IN, LTD,
LP, IN JANUARY, 2011.
JAMES D. CRONES
L.S. 295J7
D .
WA
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THAT PORTION OF THE _MLI/4, -NI-1/4, SECTION _29- TOWNSHIP --?Z- NORTH, RANGE _Qj- EAST, W.M. J L 1 of I