HomeMy WebLinkAboutSWP273218(10) Hydraulics Report
FOR
STRANDER BOULEVARD EXTENSION
30% Plans
Renton, Washington
July 6, 2004
Prepared by: Prepared for:
RENTON
t
Perteet, Inc. City of Renton
�— Civil and Transportation Consultants
2707 Colby Avenue, Suite 900. Everett,WA 98201 1055 South Grady Way
-- (425)252-7700 / FAX(425)339-6018 Renton, WA 98055
' PEI# 22036
Preliminary Hydraulics Report
1 for Drainage Facilities
Project: Strander Boulevard Extension
Renton, WA
Date: July 6, 2004
1
Owner: City of Renton
1055 South Grady Way
Renton, Washington 98055
Ph. 425.430.7321
' Civil Engineering Team:
Perteet Engineering, Inc.
2707 Colby Ave, Suite 900
■ Everett, WA 98290
■
Project Manager — Rich Perteet, P.E.
Sr. Drainage Manager— Dean Franz, P.E.
Staff Engineer — Erik Emerson, P.E.
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1 PROJECT OVERVIEW..........................................................................................2
1.1 EXISTING CONDITIONS.........:............................................................................... 2
1.2 PROPOSED CONDITIONS....................................................................................... 3
1.3 SOILS ...................................................................................................................4
1.4 WETLANDS .......................................................................................................... 5
2 SUMMARY OF CONDITIONS AND REQUIREMENTS..................................5
3 OFFSITE ANALYSIS..............................................................................................5
3.1 REGIONAL DRAINAGE SYSTEMS................................................................................. 5
3.2 UPSTREAM AREAS ..................................................................................................... 6
3.3 DOWNSTREAM ANALYSIS .......................................................................................... 6
' 4 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND
DESIGN.............................................................................................................................9
4.1 FLOW CONTROL DESIGN............................................................................................ 9
' 4.2 WATER QUALITY FACILITY DESIGN......................................................................... 11
5 CONVEYANCE SYSTEM ANALYSIS AND DESIGN..................................... 14
6 SPECIAL REPORTS AND STUDIES ................................................................. 14
6.1 PREVIOUS ENVIRONMENTAL REPORTS..................................................................... 14
' 6.2 GEOTECHNICAL REPORT ......................................................................................... 15
7 OTHER PERMITS................................................................................................. 15
Appendix A- Hydrologic Calculations
Appendix B- Basin Maps
Appendix C- 30% Plans
Appendix D- Soil Boring Logs
Perteet Inc. Strander Boulevard
July 6, 2004 Preliminary Hydraulics Report
1 Project Overview
' The project proposes to construct approximately 2500 linear feet of new roadway
beginning at the intersection Strander Boulevard and the West Valley Highway and
extending East to the intersection of Oaksdale Avenue. In addition approximately 3600
linear feet of existing roadway (27`n Street) between Oaksdale Avenue and East Valley
Road will be widened to match the cross section of the new roadway portion. See Figure
1.2.2. The new portions of the project will connect the South Center Mall area with
' developing areas of the City of Renton. This will improve congestions both on a local and
regional level. The project will cross two railroad lines (Burlington Northern Sante Fe
and Union Pacific). An underpass and bridge is planned for this crossing. A relocation of
' one of the railroad lines is also probable in order to facilitate the construction of the
underpass.
Springbrook Creek crosses the road at a point midway between Oaksdale Avenue and
Lind Avenue. The majority of the onsite areas discharge to this creek via several storm
pipes and ditches. A more in depth discussion of the project drainage routes is given in
Section 3.
' 1.1 Existing Conditions
The area within the project right-of-way and surrounding properties is relatively flat
terrain (slopes less than 2% grade). At the extreme western end of the road project
Strander Boulevard crosses the West Valley Highway and dead ends a few hundred feet
east of the intersection near the Interurban Trail. From the trail a gravel access road leads
up to the Union Pacific Railroad. East of the Union Pacific the project route traverses
through unmaintained grassland and blackberry thickets, crossing the Burlington
Northern Railroad, to the intersection of 27th Street and Oaksdale Avenue. Here 27`n
Street is a five lane arterial roadway with a sidewalk on the north side to the eastern end
of the project at East Valley Road.
' The area is interspersed with several drainage ponds, open channels, ditches, and storm
pipe facilities. A map of the existing drainage facilities, open channels, pipes, nearby
wetlands, and pipe outfalls to the creeks is provided in Figure 3.2.1. A more detailed
view schematic of the existing 27`n street storm system is provided in the existing basin
maps located in Appendix B-1. Drainage from the majority of the project discharges to
' Springbrook Creek as described in the downstream analysis in section 3.2.
In the existing condition the project can be divided into ten distinct Subbasins. Table 1.1
lists the names and areas of these basins. Refer to Figure 1.1.1 for an overview of the
' locations of these basins. A more detailed view of the basins and the land cover listed in
Perteet Inc. Strander Boulevard
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R E N T O N Strander Boulevard Extension
Perteet Engineering, Inc. Preliminary Hydraulics Report EXISTING DRAINAGE BASINS
Ciail,Transportation and Surveying
Table 1.1.1 can be found in Appendix B-1. This table identifies the pollution generating
impervious surface (PGIS), the gravel areas, and the non pollution generating impervious
surface (NPGIS) as well as the pervious areas. PGIS areas are those areas subject to
traffic, while NPGIS areas are those not subject to vehicular traffic such as sidewalks.
iSubbasin ID Impervious Pervious Total
Total Total Total
' See Figure 1.1.1 PGIS Gravel NPGIS Im enrious Pervious Area
Ac. Ac. Ac. Ac. Ac. Ac.
West Valley Highway 0.3 0.1 0.0 0.4 0.1 0.5
' Railroad West 0.0 0.0 0.0 0.0 0.2 0.2
Railroad East 0.0 0.0 0.0 0.0 0.9 0.9
Boeing West 0.0 0.0 0.0 0.0 2.9 2.9
Boeing East 0.8 0.0 0.0 0.8 0.5 1.3
' Oaksdale 0.3 0.0 0.0 0.3 0.0 0.3
Springbrook Creek West 1.4 0.0 0.2 1.6 1.0 2.7
Springbrook Creek East 1.2 0.0 0.2 1.4 0.8 2.2
Lind Avenue 0.9 0.0 0.3 1.2 0.6 1.9
East Valley Highway 0.5 0.0 0.2 0.7 0.4 1.1
Project Totals 1 5.41 0.11 0.91 6.4 7.5 14.0
Table 1.1.1 Existing Subbasin Areas
1.2 Proposed Conditions
The project will create a 90 foot wide roadway section from the West Valley Highway to
East Valley Road. This section will include five 12 foot wide driving lanes, two 6 foot
wide planter strips, a 6 foot sidewalk and a 12 foot asphalt shared use path. Construction
of the project will be split into three stages. See Figure 1.2.2.
Stage I'-Highpoint at Station 23+10 to Springbrook Creek Bridge
This first stage of the project will construct new roadway from the highpoint to Oaksdale
Avenue, and widen the existing 27th Street Road to Springbrook Creek. In the developed
condition the project has been divided into six drainage sub basins (See Figure 1.2.1.)
Stage 1 will include all work within Basin 2. Basins 2 and 3 share a new detention and
water quality facility, located in Basin 3, which will need to be constructed as part of
Stage 1.
Stage 2 Springbrook Creek Bridge to East Valley Road
' Stage 2 will widen 27th street beginning at the east end of Stage 1 work (Oaksdale
Avenue) then easterly through Lind Avenue and extending to East Valley Road. Work in
this stage will encompass developed drainage basins 4, 5, and 6 (See Figure 1.2.1.)
Stage 3 West Valley Highway to Hi h oint at Station 23+10
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1 July 6, 2004 Preliminary Hydraulics Report
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R E N T O N City of Renton FIGURE 1.2.1
Strander Boulevard Extension
Perteet Engineering, Inc. Preliminary Hydraulics Report DEVELOPED BASIN MAP
Civil.Transporlation and Survcying
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RENT ON City of Renton FIGURE 1.2.2
Strander Boulevard Extension
Perteet Engineering,Inc. Construction Stages
Civil,Transportation and Surveying
As part of this construction an underpass beneath the Union Pacific and Burlington
Northern Sante Fe railroad lines is planned to be built. Included will be new bridges for
the railroads, embankment walls, and a storm water pump station at the bottom of the
underpass. This stage incorporates Developed Basin 1. The exact configuration of this
underpass is not determined at the time publication of this report. Consequently the
drainage layout for Stage 3 is conceptual at this time. A supplement to this report will be
prepared when the configuration of the underpass is finalized.
As mentioned, the project is divided into 6 sub-basins in the developed condition. An
overview of these basins can be found in Figure 1.2.1. More detailed information on
these subbasins and the developed land cover can be found in Appendix B-2. Table 1.2.1
lists the areas of each of the basins.
Basin ID Impervious Pervious Total
PGIS Gravel NPGIS Total Total Total Area
See Figure 1.2.1 Ac. Ac. Ac. Ac. Ac. Ac.
Basin 1 1.9 0.0 0.4 2.3 0.3 2.6
Basin 2 2.7 0.0 0.4 3.1 0.4 3.5
Basin 3 2.0 0.0 0.4 2.3 0.3 2.7
Basin 4 1.6 0.0 0.3 1.9 0.3 2.2
Basin 5 1.4 0.0 0.3 1.6 0.2 1.9
Basin 6 0.8 0.0 0.2 1.0 0.1 1.1
Project Totals 1 10.31 0.01 2.01 12.21 1.81 14.0
Table 1.2.1 Developed Subbasin Areas
1.3 Soils
' The Soil Conservation Service's Soil Survey -King County Area shows the project located
within the following Newberg, Puget Snohomish, and Woodinville Silt Loam zones, as
well as a small amount of Tukwila Muck at the eastern most end of the project. For
' hydrologic calculation purposes these soils are till soils. The hydrologic computer
software used (WWHM) only recognizes two soil types,Till and Outwash.
' Ground water levels are relatively high and can be expected to be encountered in the
proposed underpass beneath the railroads and potentially in utility excavations in other
parts of the project. Groundwater elevations observed by Shannon and Wilson in their
February 2004 explorations (Geotechnical Report for Conceptual Design- Strander
Boulevard/27`h Street Improvements, Renton and Tukwila, Washington, February 27,
2004) were observed to be between 9 and 12 feet below the existing 27`h Street roadway
area (elevation 6 and 10 feet.) West of Oaksdale Avenue the groundwater depth is
approximately 7 feet below the ground. Considering the rise in the ground elevation this
corresponds to steady elevation climb to an approximate high elevation of 20 feet in the
vicinity of the Railroad Tracks. The exploration logs of Shannon and Wilson's
explorations are copied in Appendix D . Areas on the south side of the existing 27th street
portion of the project are covered by wetlands. Soils in this area can be anticipated to be
' saturated for portions of the year. The project proposes to minimize impacts to these
areas.
1
Perteet Inc. Strander Boulevard
C July 6, 2004 Preliminary Hydraulics Report
1.4 Wetlands
Wetland areas have been identified in and around the project. One identified location of
' the wetlands is south of the project between the two railroad lines and west of the Union
Pacific railroad line. The remainder of the identified wetlands are hydraulically connected
to Springbrook Creek. The southern side of the project is bounded by wetlands from
' approximately 500 feet west of Oaksdale Avenue to Lind Avenue. Wetlands were also
identified on the north side of the 27th Street on the east side of Springbrook Creek. Other
wetland areas identified on the north side of 27th street appear to be constructed drainage
' facilities. The identified wetlands are shown in Figure 1.1.1 and also in more detail in the
existing basin maps in Appendix B-1. The project proposes to minimize impacts to these
' wetlands, and to mitigate for any wetland impacts by replacing disturbed wetlands in
another area. Replacement will be at a ratio defined by the City of Renton and any state
or federal requirements.
2 Summary of Conditions and Requirements
Federal funding is proposed for the project. Based upon the involvement of federal
agencies in the environmental review process it was determined that the project will
adhere to the Washington State Department of Ecology's stormwater regulations, as put
forth in the Stormwater Management Manual for Western Washington (WDOE 2001), for
detention design and stormwater quality treatment. However, the DOE manual does not
' contain guidance for conveyance system design. Conveyance systems will be designed to
the requirements of the Surface Water Design Manual(King County 1998), which has
been adopted by the City of Renton. The specific requirements of each of these manuals
are further addressed in the appropriate design sections of this report
The project lies within the floodplain of Springbrook Creek. The City of Renton has
' determined that detention facilities should be constructed above the 2 year floodplain
elevation based on the East Side Green River Watershed Project—Plan and
Environmental Impact Statement(City of Renton 1997.) In the Strander project's datum
this elevation is 15.1 feet at the 271h Street Box Culvert.
' 3 Offsite Analysis
' 3.1 Systems
Re ional Drainage
9 9
The Strander Boulevard project is located within the Black River Basin Study area and
the Valley Subbasin, which is part of the East Side Green River Watershed. This area is
identified as the Duwamish/Green Water Resources Inventory Area, WRIA#9. These
' are shown in Figures 3.1.1 and 3.1.2. The major water bodies near the Strander
Boulevard project is Springbrook Creek, and the Green River. Springbrook Creek flows
south to north and bisects the Strander Boulevard project along 271h Street SW between
' Oakesdale Avenue SW and Lind Avenue SW. To the west of the project is the Green
Perteet Inc. Strander Boulevard
' C July 6, 2004 Preliminary Hydraulics Report
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PROJECT AREA
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Note: This figure depicts the zoned full l
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was obtained by overlaying the future
zoned land—use with areas assumed to
remain undeveloped (large wetlonds,
steep slopes, etc). The areas assumed SW 43td St
to remain undeveloped are shown in s 180th s
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E RE N T� City of Renton FIGURE 3.1.1
Strander Boulevard Extension
Ferteet Engineering,Inc. Preliminary Hydraulics Report WATERSHED MAP
Civil,Transportation and Stuveying
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RENTONStrander Boulevard Extension
r R ' Preliminary Hydraulics draulics Report SUBBASIN BOUNDARIES
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River which flows south to north and is located along the west side of the West Valley
' Highway (SR 181). The West Valley Highway defines the westerly limit of the Strander
Boulevard project. Other water bodies adjacent to the Strander Boulevard project include
several wetlands, drainage ponds, and drainage ditches. These are identified in Figure
' 3.2.1.
The mouth of the Duwamish River is at Elliot Bay in Seattle. The name of the river
' changes to the Green River at river mile 11.0, where it converges with the Black River.
See Figures 3.1.1 and 3.1.2.
' 3.2 Upstream Areas
Four areas will discharge onto the project from adjacent properties. These areas are
shown in Figure 1.1.1. Storm runoff from offsite areas will be routed through the
stormwater facilities, which have been designed for these additional flows. The areas of
the offsite basins and their associated land cover areas are listed in Table 3.2
Basin ID Impervious Pervious Total Drains To
Total Total Onsite
' See Figure 1.1.1 PGIS Gravel NPGIS Impervious Pervious Total Area Basin #
Ac. Ac. Ac. Ac. Ac. Ac.
Offsite A 0.3 0.0 0.0 0.3 0.0 0.3 1
Offsite B 0 0.0 0.0 0.0 2.0 2.0 1
Offsite C 0 0.0 0.0 0.0 7.7 7.7 2
Offsite D 0.5 0.0 0.0 0.5 0.2 0.7 5
' Offsite Totals 0.8 0.0 0.0 0.8 9.91 10.7
Table 3.2 Contributing Offsite Drainage Areas
3.3 Downstream Analysis
Strander Boulevard Downstream Analysis (refer to Figure 3.2.1)
' Project Beginning to Union Pacific RR (Existing)
' This portion of the project has no definable downstream conveyance. Much of the area
drains to undeveloped land on both the north and south sides of the right of way, where it
collects into small closed depressions and then infiltrates. The paved portion of the site,
' an extension of Stander Boulevard east of the West Valley Highway, reportedly drains to
an underground infiltration system located north of the roadway adjacent to the
Interurban Trail. See Figure 3.2.1.
Union Pacific RR to Burlington Northern Sante Fe RR (Existing)
The area between the Union Pacific and Burlington northern railroads lacks well defined
drainage features. While a sizable ditch runs along the east side of the Union Pacific lines
' (the west side of the area between the railroads), the area generally drains to the
Perteet Inc. Strander Boulevard
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R E N T O N� City of Renton FIGURE 3.2.1
Strander Boulevard Extension
Perteet Engineering, Inc. Surface Water Quantity and Quality DOWNSTREAM MAP
Civil,Transportation and Surveying Technical Discipline Report
1
northeast. The embankment of the Burlington Northern tracks dams any westward
drainage, thus directing runoff to the north. Approximately 1600 feet north of the
proposed Strander Blvd Location, the drainage is stopped by the Longacres Way roadway
embankment. A depression near where Longacres Way passes underneath the Burlington
' Northern tracks is the lowest point in the area, and shows visible signs of ponded water.
The only outlet located for this area is a 6" pipe running across Longacres Boulevard to
the headwall of a 2' x 8' concrete box culvert that drains Longacres Boulevard. The
' Union Pacific west ditch dead ends at Longacres Way, with no visible outlet. It appears
that most runoff in this area is held on the surface until it can infiltrate or evaporate.
After discharging from the box culvert in Longacres Way, runoff is directed northerly
along the west side of the Burlington Northern tracks in a wide, well defined, vegetated
channel. Approximately 800 feet north of Longacres Way, the channel flows east
underneath the railroad tracks through an 18" concrete culvert, then in to a 48" concrete
pipe in 16th Avenue. This 48"pipe drains east within the 16th Avenue right-of-way for
approximately 1600 feet before discharging directly to Springbrook Creek. According to
asbuilt information from the 16th Avenue construction project this outfall has a Tide Flex
Valve which prevents backflow from the creek into the system. This downstream route is
shown in Figure 3.2.1
' Burlington Northern Sante Fe RR to Oaksdale (Existing)
Runoff from this portion of the project generally drains overland to the east before
reaching an unmaintained storm sewer system on the site of an apparent demolished
building or complex near Oaksdale Avenue. Although none of the buildings remain, a
' majority of the sites pavement still exists, along with the storm drainage collection
system. The storm sewer then drains south under a Boeing road (an extension of 27th
Avenue) into a wetland at the southwest corner of the Oaksdale Avenue-27th Street
1 intersection. No defined channel exists through this wetland. The wetland drains south to
a pair of 36" concrete culverts under Oaksdale Avenue approximately 450 feet south of
27th street. These culverts outlet on the east side of Oaksdale Avenue in another wetland.
1 This wetland extends from Oaksdale Avenue to Springbrook Creek, where it flows into
the creek.
Detention Pond (Proposed)
A proposed detention and water quality facility, located west of the Burlington Northern
Sante Fe Railroad (and proposed new location of the Union Pacific Railroad) on the south
side of the proposed Strander Boulevard, will collect runoff from the portions of the
project between the West Valley Highway and Oaksdale Avenue. The outlet of this
facility will drain east for approximately 150 feet, through a through a proposed storm
sewer pipe under the Burlington Northern Rail Road Embankment, to property owned by
the City of Renton on the east side of the railroad. From this point the storm sewer will
drain south for approximately 1000 feet before discharging to a wetland banking facility
that will be constructed by the City of Renton. See Figure 3.2.1. It is expected that the
wetland banking facility will be constructed prior to the construction of this stage of the
Perteet Inc. Strander Boulevard
July 6, 2004 Preliminary Hydraulics Report
1
1
Strander Boulevard project. The exact-route of the outflow of the proposed constructed
wetland is unknown at this time,but it will likely somehow drain to the east to
Springbrook Creek, which is approximately 1400 feet away.
!j Oaksdale to Lind (Basins 3 and 4)
Storm drainage from the portions of 27th_Street east of Oaksdale Avenue (Basin 3)
discharge east to Springbrook Creek, while the portions west of Lind Avenue (Basin 4)
discharge west to Springbrook Creek. Each portion discharges through a 24 inch storm
sewer pipe on the respective side of a concrete box culvert over the creek. Both outfalls
discharge to the creek on the north side of 27th Street at elevations below both the 25 and
100 year floodplains (as defined in the East Side Green River Watershed Project Plan and
Environmental Impact Statement). From these outfalls Springbrook Creek flows north to
the Black River Pump Station, more than 2000 feet downstream, where it is pumped to
the Green River. Figure 3.1.2 shows the location of the pump station.
Lind to High Point (Basin 5)
This portion of the project drains west to a 36 inch concrete storm sewer line draining
north along the west side of Lind Avenue. The storm sewer continues along Lind
Avenue to an outfall west side of the street approximately 1200 feet north of Strander
Boulevard. The storm sewer outfalls to a ditch which drains west for approximately 900
feet to Springbrook Creek which drains north to the Black River Pump Station, then to
1 the Green River.
High Point to East Valley Highway (Basin 6)
Runoff from this portion of the project drains east to a storm sewer running along the
west side of East Valley Road. The East Valley Road storm sewer then drains north along
the backside of the westerly roadway sidewalk.According to record drawings provided
by the City of Renton this pipe is a 36" pipe. However, the size of this pipe could not be
confirmed due to standing water conditions in the storm sewer system from the
connection point of the 27th Street storm sewer. The water in the catchbasin appeared
stagnant, and the day of the observation was dry and sunny, although some rain had
1 fallen in previous days.
From the point of connection of the 27th Street storm sewer the East Valley storm sewer
runs north for approximately 1200 feet to a pond on the west side of East Valley Road.
From this point a channel drains west out of the pond towards Springbrook Creek.
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1 C July 6, 2004 Preliminary Hydraulics Report
4 Flow Control and Water Quality Facility Analysis and Design
4.1 Flow Control Design
Detention facilities will be provided to mitigate increased flows from runoff, and the
I corresponding potential for stream erosion. The main element of detention design is the
development of runoff hydrographs and sizing the storage volume. The detention sizing
methodology uses a continuous simulation modeling of multiple storm events occurring
in sequence. The software is named WWHM (Western Washington Hydrologic Model).
It is based upon the EPA's HSPF (Hydrologic Simulation Program-Fortran) model, and it
uses long-term (43-50 years) precipitation data to simulate the potential impacts of
' sequential storms. The computational time step used in the model is 1 hour. The
WWHM uses soil types to determine initial abstraction values and interception, and it
assumes that pre-developed land conditions are forested (for those areas that are to be
paved/developed). Existing impervious areas are considered as remaining when
determining the detention facility target flow durations. Detention facility outflow target
levels are based on the runoff statistics from the existing pavement, as pavement, and
existing pervious areas, as forest, within the project area. The detention facilities are
designed to match the developed discharge durations to pre-developed durations for the
range of pre-developed discharge rates from 50% of the 2-year peak flow up to the full
50-year peak flow.
Flow control facilities are proposed for each of the basins described in section 1.2.
Basins 2 and 3 will share a detention facility. The calculations for each of these facilities
are included in Appendix A. A summary of each of the facilities is listed below. Each
will discharge through a control structure comprised of a riser with a lower orifice and a
rectangular notch cut out at the top of the riser. The Department of Ecology has
determined that this is the most efficient control structure configuration, and produces
smaller facilities than the more common 3 orifice configuration.
4.1.1 Basin 1
rDetention Facility T e Detained Volume
Pond 31,000 CF
As previously described, the final road configuration of the project in the Basin 1
(construction stage 3) design is undetermined. The detention facility calculations are
therefore of a preliminary nature. A detention pond is proposed to provide the required
detention volume for this basin. This pond will be located on the south side of Strander
Boulevard in property located between the current Union Pacific and Burlington
Northern Sante Fe Railroad lines. A pump station located in the underpass sag curve will
pump all of the Basin 1 stormwater up to the pond. The pond is currently proposed to be
constructed at or below the existing grade in order to meet City of Tukwila goals to have
an aesthetically pleasing use for the property. As such the pond discharge will be to a
second, smaller, pump station. Outflow from the pond will be pumped to a system
running east under the Burlington Northern Sante Fe Railroad tracks, then south to a
proposed wetland banking site proposed by the City of Renton. This route is shown in the
Perteet Inc. Strander Boulevard
C July 6, 2004 Preliminary Hydraulics Report
downstream map (Figure 3.2.1) In the case of failure of the pump system the pond will
overflow into the undeveloped area directly south of the pond. See Appendix C-3 for a
schematic layout of the Basin 1 storm drainage system.
4.1.2 Basins 2 and 3
Detention Facility Type Recommended Dimensions Detained VoluL
e
Wetvault 940'L x 20'W x 1.9' Detention Depth 136,000 CF
Basin 2 comprises more than 1600 linear feet of roadway, all draining to the east at a
minimal slope. No feasible outfall locations exist for a detention facility within the limits
or surrounding area of this basin, so runoff will be piped to an underground vault located
in Basin 3. This 940 foot long vault serves both Basin 2 and 3, and takes up the southern
20 feet of the majority of Basin 3. Drainage from the detention vault passes through a
sand filter (described in section 4.2) before discharging to Springbrook Creek via an
existing outfall on the north side of 27th Street.
The precast detention vault may double as a retaining wall, helping to minimize
encroachment on the wetlands south of the project in Basin 3. This will not only avoid
the construction of a substantial amount of wall construction, but allows the majority of
the vault to be constructed underneath the proposed mixed use path, thus gaining a few
inches of vertical storage capacity and minimizing the traffic loads on the vaults. The
schematic layout of this system can be found in the plans in Appendix C-1.
4.1.3 Basin 4
Detention Facility Type Recommended Dimensions Detained Volume
' Wetvault 145'L x20'W x2.9' Detention Depth 8400 CF
Basin 4 drains east from Lind Avenue and west from the Spring Brook Creek Culvert to a
low point at in the middle of the basin. Runoff will flow to a detention wetpond, as
shown in the plans, then to an existing discharge pipe to Springbrook Creek on the north
side of 27th Street. The schematic layout of this facility can be found on sheet RP4 of the
plans in Appendix C-2.
4.1.4 Basin 5
Detention Facility Type Recommended Dimensions Detained Volume
Wetvault 85'L x20'W x3.4' Detention Depth 5800 CF
' Runoff from Basin 5 drains west to Lind Avenue. An existing tee connection to the Lind
Avenue storm sewer will be replaced with a structure connection and will serve as an
outfall for the Basin 5 detention system. The vault will be located partially under the
proposed landscape and mixed use path in order to maximize the vertical storage capacity
Perteet Inc. Strander Boulevard
C July 6, 2004 Preliminary Hydraulics Report
of the vault. The schematic layout of this facility can be found on sheet RP8 of the plans
in Appendix C-2.
4.1.5 Basin 6
Detentioir'Facility`T e Recommended`Dimensions Detained Volume
Wetvault 85'L x20'W x3.4' Detention Depth 5800 CF
Basin 6 drains to East Valley Road. In the existing condition drainage flows to a storm
sewer which drains to the East Valley Road storm sewer. The intersection of 271h Street
and East Valley Road is lower than the majority of the basin. When combined with the
need to keep the detention volume above the 2 year floodplain elevation, the elevation of
the intersection is prohibitive to constructing a detention vault at or near the intersection.
To address the issue the detention facility is to be located at the higher end of the basin. A
portion of the basin having approximately the same impervious area as the existing
pavement will be allowed to flow undetained to the discharge point at East Valley Road.
The higher (western) portion of the basin, with approximately the same impervious area
as the new improvements in the basin, will be over-detained before discharging to the
same location as the lower (eastern) portion of the basin. The WWHM program allows an
analysis of the entire system (detained and undetained areas) as a whole, and examines
the flow duration statistics at the point where the flows come together with the statistics
from the entire basin in the existing condition. This analysis is included in Appendix A-6
and shows that the system taken as a whole can match the existing flow duration
statistics.
4.2 Water Quality Facility Design
The Department of Ecology's Stormwater Manual outlines 6 steps to determining the
level of treatment required for a project in Chapter 4 of Volume#1. These steps, and how
they are applicable to this project, are outlined in Table 4.2.1.
Step# Threshold Project Applicabilty
Step 1- Determine Offsite analysis An offsite analysis is included
Receiving Waters and suggested in section 3 of this report.
Pollutants of Concern TMDL's established for this
drainage system apply only to
sewer treatment overflows and
are not applicable to stormwater
discharges.
Step 2-Determine if an Oil Intersections with 25,000 According to projections
Control Facility ADT on the primary road prepared for the project Strander
and 15, 000 on the Blvd/27`h Street will have
secondary road require approximately 23,000 ADT in
Oil Water Control the year 2015. Cross streets
Facilities. have less than 20,000 ADT. No
Perteet Inc. Strander Boulevard
July 6, 2004 Preliminary Hydraulics Report
Oil Control is required (see
Figure 4.2.1)
Step 3- Determine if Can infiltration occur and High ground water levels and
Infiltration For Pollutant do soils have adequate poor soil infiltration rates make
Removal is Practicable treatment properties infiltration for pollutant control
infeasible
Step 4- Determine if Have local, state, or No phosphorous control
Control of Phosphorus is federal agencies requirements have been
Required. designated the receiving identified for Springbrook
waters as requiring Creek.
hos horus control?
Step 5- Determine if Arterials and Highways The new roadway will be
Enhanced Treatment is are required to provide designated as an arterial and
Required enhanced treatment. will be required to provide
enhanced treatment. Proposed
enhanced treatment BMPs are a
constructed wetland and
treatment train.
Step 6- Select a Basic As required in step 5 the project
Treatment Facility will provide enhanced
treatment, which supercedes the
need for basic treatment.
Table 4.2.1-Water Quality Facility Selection Steps.
As determined in step 5 of the BMP selection process the project will require enhanced
water quality treatment. In order to meet this criteria a stormwater treatment wetland will
be constructed to treat runoff from Basin 1, and will be constructed in conjunction with
tthe proposed detention pond for the same basin (See section 4.1) Stormwater treatment
wetlands are described in Section 10.3 of Volume V of the DOE Stormwater Manual. As
discussed previously the configuration of Basin 1 (Stage 3) and the detention pond/
constructed wetland are undecided at this time. The facility will be further defined by a
supplementary report at a later date.
' Water quality treatment for the remainder of the project will be provided by a treatment
train consisting of wetpool storage in combination with a detention vault followed by a
sand filter vault. These two facilities together provide enhanced treatment. The wetpool
settles out coarse to medium sediments, while the sand filter removes finer particles. In
the process, other pollutants attached to the sediments are also removed. An oil
separating baffle will also be installed in the sand filter vault to trap oils and floatables.
These facilities are shown in the plan set located in Appendix C, and the supporting
calculations can be found in Appendix A.
Per the redevelopment criteria listed in Section 2.4.2 of Volume I of the DOE Stormwater
Manual, only runoff from new pollution generating impervious areas are required to be
treated. Existing areas of pollution generating impervious surface (PGIS) can be treated
Perteet Inc. Strander Boulevard
C July 6, 2004 Preliminary Hydraulics Report
¢ ,
\k S l
-AVE S
SW 16Ta ST
�..�
LLJ
• k;<. SW 27TFF
j Z W
c
I t > SW 34TH ST
-
o .
1 SW 41 ST ST
I
18CITH,� t
Sz, T
ST
—` Average Daily Traffic Volumes
RE N T_N City of Renton Opening Year 2015
hii V.)QPTHE(AiRVE Strander Boulevard Extension
; 1 Perteet Engineering,Inc. with Strander Extension
Civil,Transportation and Surveying
Figure 4.2.1
I
in lieu of new impervious new PGIS in other portions of the site as long as the treated
area drains to the same receiving waters as the new impervious area. This "swapping" of
treatment areas allows a treatment facility to account for the runoff from multiple
different basins on a site. This project proposes such an approach. As shown in Table
4.2.2 the existing PGIS in Basin 3 exceeds the amount of new PGIS in Basins 4, 5 and 6.
By treating all of the runoff from basins 1, 2, and 3 the project treats more than it's total
increase in PGIS, thus eliminating the need for water quality treatment in the remaining
basins and still meeting the DOE manuals requirement of providing enhanced treatment
for all of the new PGIS. An 18 foot wide by 225 foot long sand filter vault will be
constructed downstream of the Basin 2 and 3 detention vault. This sand filter is designed
to treat 91% of the outflow volume from the pond (see calculations in Appendix A-3),
and by extension the two basins.
Developed Basin PGIS Net New PGIS PGIS Treated
SF Ac. SF Ac. SF Ac.
Basin 1 84810 1.95 72683 1.67 84810 1.95
' Basin 2 107514 2.47 62593 1.44 107514 2.47
Basin 3 84876 1.95 22339 0.51 84876 1.95
Basin 4 65340 1.50 14044 0.32 0 0.00
Basin 5 54780 1.26 14003 0.32 0 0.00
Basin 6 32274 0.74 9046 0.21 0 0.00
Project Totals 429594 9.86 194708 4.47 277200 6.36
Table 4.2.2 Summary of PGIS Treatment areas.
While the requirements of the DOE Manual are met by the area swapping and Basin 2
and 3 sand filter, some additional treatment will be provided for each of the Basins east
of Springbrook Creek. The detention vaults proposed for the eastern basins is required
by safety regulations to be at least 6 feet deep if they are going to be entered by workers.
Due to the vertical constraints (floodplain vs. roadway elevation) of this project the
required detention depth is generally 2 to 3 feet. After subtracting off 0.5 feet of depth for
overflow above the detention there will still be 2.5 to 3 feet of extra depth remaining.
This depth can be used to provide a wet pool volume. This wet pool volume may or may
not meet the volume requirements for the BMP as defined by the DOE Manual, but it will
certainly provide some removal of sediments and other pollutants. The storage volume, as
1 well as what would be required to meet the BMP standard, is listed in Table 4.2.3. As
additional treatment each vault can be built with an oil and floatables removing Frop T.
' Basin# Wet pool Wet Pool BMP required
Depth(FT) Volume (CF) Volume (CF)
2 and 3 3.6 67680 37200 (required)
4 2.6 7540 10200
5 2.1 3570 11200
6 1 2.7 14050 4922
Note:Wetpool volumes are bonus treatments and are not required to meet BMP required
levels,except Basins 2 and 3.
Table 4.2.3 Wetpool volumes by basin.
Perteet Inc. Strander Boulevard
1 July 6, 2004 Preliminary Hydraulics Report
5 Conveyance System Analysis and Design
Conveyance analysis will be presented in the final hydraulics report after the conveyance
system design has been completed.
6 Special Reports and Studies
6.1 Previous Environmental Reports
Several studies have been conducted for the watershed and surrounding areas which the
Strander Boulevard project is located within. The resources listed below were reviewed
to gather information on the condition of surface water in the Study Area. Some of these
studies provided relevant information that pertains to the area, and potentially the
Strander Boulevard project itself. A listing of the studies reviewed is provided in Table
6.1.
Table 6.1
Previously Prepared Studies
Document/Map Primary Information From
Document
Black River Basin Water Quality Historical water quality data summary.
Management Plan (May 1993)
Surface Water Utility Comprehensive Predicted peak flows in Springbrook Creek.
Plan, City of Renton (November 1995) Flood history of Springbrook Creek.
City of Renton East Side Green River Springbrook Creek data including: flow,
Watershed Program, Plan and storage, and wetland information; Black River
Environmental Impact Statement- Pump Station Data, and Floodplain Elevation
Volume 1 (September 1997) information.
Project Definition Report for: Strander Report provided some of the existing drainage
Boulevard SW 27th Street Corridor features in the area, Springbrook Cr.
Improvements (February 2002) information and classification.
Wetland Mitigation Bank Program and Map of proposed wetland banking sites.
Plan, City of Renton (February 2002),
3 Volumes.
Boeing Development Stormwater As- Locations of storm sewers and detention and
Built Drawings (Various Dates) water quality facilities in and around the
Boeing properties through which the project
asses.
Storm Sewer Inventory, City of Location of storm water facilities and natural
Renton. (November 2002) drainage features within the City of Renton
Perteet Inc. Strander Boulevard
C July 6, 2004 Preliminary Hydraulics Report
1
i
6.2 Geotechnical Report
A report entitled Geotechnical Report for Conceptual Design- Strander Boulevard/27`h
Street Improvements, Renton and Tukwila, Washington, February 27, 2004 has been
prepared for this project by Shannon and Wilson, Inc. This report discusses the results of
' geotechnical investigations as well as recommendations for selecting project design and
construction methods, including wall and bridge design, groundwater impacts and soil
structural information.
7 Other Permits
The following permits have been identified as being potentially needed for the project
National Environmental Policy Act (NEPA) Environmental Classification Summary
(ECS) and Categorical Exemption
State Environmental Policy Act (SEPA) Checklist
Army Corps of Engineers Clean Water Act (CWA) §404 permit
' State of Washington CWA §401 Water Quality Certification
State of Washington NPDES (CWA §402) general construction permit
State of Washington Hydraulic Project Approval
' City of Renton Shoreline Substantial Development Permit
City of Renton Special Fill and Grade Permit
City of Renton Right of Way Use Permit
City of Tukwila Right of Way Use Permit
City of Tukwila Drainage Permit
City of Tukwila Land Alteration Permit (Grading or Fill; clearing)
(possibly, City of Tukwila Flood Control Zone Permit)
(possibly, City of Tukwila Shoreline Substantial Development Permit)
Cities of Renton and Tukwila building and construction permits
r
Perteet Inc. Strander Boulevard
July 6, 2004 Preliminary Hydraulics Report
i
1
1
i
1
App DETENTION
A
HYDROLOGIC CALCULATIONS, N ON
AND WATER QUALITY SIZING
A. 1 HYDROLOGIC SITE INFORMATION
A.2 BASIN 1
1 A.3 BASINS 2 AND 3
A.4 BASIN 4
A.5 BASIN 5
A.6 BASIN 6
1
P erteet Engineering
Incorporated
Appendix A-1
HYDROLOGIC SITE INFORMATION
Perteet Engineering
Incorporated
�v D
TABLE 7-2
Summary of Peak Flows,and Water Surface Elevations
Future Land Use Conditions
FEQ Hydraulic Analysis
(Elevation Datum NGVD)
Road- ?-Yr Fut Flow 10•Yr Fut flow 23•Yr Fut.Flow 25-Yr Fut.Flow 100-Yr Fut.Flow 100-Yr Fut.Flow
way Top Com evance(3) Styrs¢ ( 1 Conveyance(3 Siorace
Elev.
Location'Discription Flow Elev Flow Elev Flow Elev Flow Elev Flow Elev Flow Elev
(cfs) (feet) (cfs) (feet) (cfs) (feet) (cfs) (feet) lcfs) (feet) (ifs) (feet)
Panther Creek u's of SR•167(11 62 86 96 32 170 92
Rolling Hills Creek at Renton(1)(2) 70 20.4 89 20.7 102 20.9 35 19.6 174 21.8 99 20.9
Shopping Center Cul .Outlet
Rolling Hills u%s 1.403 132"culvert(1)(2) 70 16.6 89 16.9 102 17.0 35 16.3 174 17.8 99 16.9
SR-167 North Crossing 45 14.7 71 15.6 82 16.0 32 14.1 98 17.0 69 15.6
Springbrook Creek
726 1021 1095 960 1223 1700
BRPS outflow
BRPS inflow 726 3.8 1021 4.0 1095 4.1 960 5.5 1223 4.1 1700 13.0
Floodwater Storage Pond Inflow 728 4.2 1023 4.5 1095 4.6 464 5.5 1223 4.7 1153 13.0
`
Grady Way u/s 593 6.2 904 7.1 959 7.2 413 5.6 1110 7.6 1045 13.0
SW 16th Street
584 6.7 897 7.6 951 7.8 408 6.1 1106 8.2 960 13.0
Confluence of Rolling Hills Creek 561 9.4 882 10.8 933 11.1 395 8.4 1088 11.6 898 13.1
Confluence of SW 23rd`St Channel 526 10.4 807 11.9 843 12.1 360. 9.4 989 12.6 807 13.3
sw 27th uis 17.9 518 11.5 808 14.0 831 14.3 350 0,4 989 15.6 775 14.3
SW 34th u's 14.9 564 12.9 840 15.3 847 15.4 309 /10.6 1219 16.1 845 15.2
Oakesdale&s 17.1 567 13.5 843 15.9 849 15.9 311 11.3 1227 16.9 846 15.8
Oakesdale uis 17.1 527 14.3 787 17.3 800 17.4 292 11.5 1167 17.9 792 17.3
SW 43rd dis 22.9 525 14.7 781 17.6 795 17.6 291 12.1 1158 - 18.3 783 ;'17.6
SW 43rd u's 22.9 525 14.9 781 18.1 795 18.1 291 ii 12.3 1158 19.5 783 ( 18.0
1
f
Notes
(1)FEQ simulated flows at these locations are based upon frequency analysis of Springbrook
Creek inflows to the BRPS forebay. Refer to ESGRWP Hydrologic Analysis Report(NHC, 1996) for flows
based upon frequency analysis of Panther Creek and Rolling Hills Creek.
(2)Flows are based upon assumption that capacity restriction through Renton Shopping Center is improved
such that no attenuation from surface ponding occurs.
(3)Conveyance event reflects a severe local rainstorm without pumping restrictions at the BRPS due to high Green River flows.
Storage event reflects a high Green River flow event in which the BRPS must restrict pumping rates in accordance with GRIA.
(4)u/s=upstream,d/s=downstream
(5)Note that summary tables do not reflect wider SW 16th Street bridge opening and minor elevation adjustments at Oakesdale
Avenue. See discussion of modeling in Section 8.3 of Plan.
N&V-.--a,6 63
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Appendix A-2
BASIN 1
Perteet Engineering
- Incorporated
WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: strander 1
Site Address:
City Renton
Report Date 6/24/2004
Gage Seatac
Data Start 1948
' Data End 1998
Precip Scale: 1.00
PREDEVELOPED LAND USE
' Basin Basin 1
Flows To Point of Compliance
GroundWater: No
1 Land Use Acres
TILL FOREST: 2.2
IMPERVIOUS: 0.4
Basin Offsite A
' Flows To Point of Compliance
Groundwater: No
Land Use Acres
IMPERVIOUS: 0.3
Basin Offsite B
Flows To Point of Compliance
GroundWater: No
Land Use Acres
TILL PASTURE: 2
DEVELOPED LAND USE
Basin Basin 1
Flows To Pond 1
GroundWater: No
Land Use Acres
TILL GRASS: 0.3
IMPERVIOUS: 2.3
' Basin Offsite A
Flows To Pond 1
Groundwater: No
' Land Use Acres
IMPERVIOUS: 0.3
Basin Offsite B
FF7l wr*Q TM 'Pnnri 1 777
Groundwater: No
Land Use Acres
TILL PASTURE: 2
RCHRES (POND) INFORMATION
' Pond Name: Pond 1
Pond Type: Trapezoidal Pond
Pond Flows to : Point of Compliance
Pond Rain / Evap is not activated.
Dimensions
Depth: Oft.
Bottom Length: 157.52ft.
Bottom Width 52.51ft.
Side slope 1: 3 To 1
Side slope 2: 3 To 1
Side slope 3: 3 To 1
Side slope 4: 3 To 1
Volume at Riser Head: 0.707 acre-ft.
Discharge Structure
Riser Height: 3 ft.
' Riser Diameter: 18 in.
NotchType Rectangular
Notch Width : 0. 053 ft.
Notch Height: 1.326 ft.
Orifice 1 Diameter: 1. 95 in. Elevation: 0 ft.
Pond Hydraulic Table
_Stage(£t) Area(acr) yolume(acr-ft) Dschrg(cfs) Infilt(c£s)
0.000 0. 190 0. 000 0.000 0.000
0.044 0.191 0.008 0.021 0.000
0.089 0. 192 0.017 0.030 0.000
0.133 0.194 0.026 0.036 0.000
0.178 0.195 0.034 0.042 0.000
0.222 0.196 0.043 0.047 0.000
0.267 0.198 0.052 0.052 0.000
0.311 0.199 0.060 0.056 0.000
0.356 0.200 0.069 0.060 0.000
0.400 0.202 0.078 0.063 0.000
0.444 0.203 0.087 0.067 0.000
0.489 0.204 0.096 0.070 0.000
0.533 0.206 0. 105 0.073 0.000
0.578 0.207 0.115 0.076 0.000
0. 622 0.208 0.124 0.079 0.000
0.667 0.210 0.133 0.082 0.000
0.711 0.211 0. 142 0.084 0.000
0.756 0.212 0. 152 0.087 0.000
0.800 0.214 0. 161 0.089 0.000
0.844 0.215 0.171 0.092 0.000
0.889 0.216 0.180 0.094 0.000
0. 933 0.218 0.190 0.096 0.000
t0.978 0.219 0.200 0.019 0.000
1.022 0.220 0.210 0. 101 0.000
1.067 0.222 0.219 0. 103 0.000
1. 111 0.223 0.229 0. 105 0.000
1.156 0.224 0.239 0. 107 0.000
1.200 0.226 0.249 0.109 0.000
1.244 0.227 0.259 0.111 0.000
1.289 0.229 0.269 0.113 0.000
' 1.333 0.230 0.280 0. 115 0.000
1.378 0.231 0.290 0. 117 0.000
1.422 0.233 0.300 0. 119 0.000
1.467 0.234 0.310 0.121 0.000
' 1.511 0.235 0.321 0.123 0.000
1.556 0.237 0.331 0. 125 0.000
1.600 0.238 0.342 0.126 0.000
' 1. 644 0.240 0.353 0.128 0.000
1. 689 0.241 0.363 0. 130 0.000
1.733 0.243 0.374 0. 134 0.000
1.778 0.244 0.385 0.139 0.000
1.822 0.245 0.396 0.145 0.000
1.867 0.247 0.407 0. 151 0.000
1. 911 0.248 0.418 0. 157 0.000
' 1. 956 0.250 0.429 0.165 0.000
2.000 0.251 0.440 0.172 0.000
2.044 0.252 0.451 0.180 0.000
2.089 0.254 0.462 0. 111 0.000
2. 133 0.255 0.474 0.196 0.000
2. 178 0.257 0.485 0.204 0.000
2.222 0.258 0.496 0.213 0.000
' 2.267 0.260 0.508 0.221 0.000
2.311 0.261 0.520 0.230 0.000
2.356 0.263 0.531 0.239 0.000
2.400 0.264 0.543 0.248 0.000
2.444 0.266 0.555 0.257 0.000
2.489 0.267 0.566 0.266 0.000
2.533 0.268 0.578 0.275 0.000
2.578 0.270 0.590 0.285 0.000
2. 622 0.271 0. 602 0.294 0.000
2. 667 0.273 0. 614 0.303 0.000
2.711 0.274 0. 627 0.314 0.000
2.756 0.276 0. 639 0.325 0.000
' 2.800 0.277 0. 651 0.336 0.000
2.844 0.279 0. 663 0.347 0.000
2.889 0.280 0. 676 0.359 0.000
2.933 0.282 0. 688 0.371 0.000
' 2. 978 0.283 0.701 0.383 0.000
3.022 0.285 0.714 0.438 0.000
3.067 0.286 0.726 0. 642 0.000
' 3.111 0.288 0.739 0. 933 0.000
3.156 0.289 0.752 1.289 0.000
3.200 0.291 0.765 1.701 0.000
3.244 0.292 0.778 2.161 0.000
3.289 0.214 0.791 2. 665 0.000
3.333 0.295 0.804 3.209 0.000
3.378 0.297 0.817 3.791 0.000
3.422 0.299 0.830 4 . 408 0.000
' 3.467 0.300 0.844 5. 059 0.000
3.511 0.302 0.857 5.741 0.000
3.556 0.303 0.870 6.453 0.000
3. 600 0.305 0.884 7. 195 0.000
3.644 0.306 0.897 7. 964 0.000
3. 689 0.308 0.911 8.760 0.000
3.733 0.309 0. 925 9.583 0.000
3.778 0.311 0. 939 10.43 0.000
' 3.822 0.313 0. 952 11.30 0.000
3.867 0.314 0. 966 12.20 0.000
3.911 0.316 0.980 13.12 0.000
3.956 0.317 0. 994 14.06 0.000
' 4 .000 0.319 1.009 15.02 0.000
ANALYSIS RESULTS
' Flow Frequency Return Periods for Predeveloped
Return Period Flow(cfs)
2 year 0.258569
5 year 0.347435
' 10 year 0.409429
25 year 0.491466
50 year 0.55533
100 year 0.621597
Flow Frequency Return Periods for Developed Unmitigated
Return Period Flow(cfs)
2 year 0.706559
5 year 0.872008
10 year 0. 980175
25 year 1.116326
50 year 1.217806
100 year 1.319609
Flow Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
2 year 0.148441
5 year 0.218308
10 year 0.273934
25 year 0.355961
50 year 0.426317
100 year 0.505236
Yearly Peaks for Predeveloped and Developed-Mitigated
Year Predeveloped Developed
1949 0.308 0.121
1950 0.543 0. 161
1151 0,316 1,414
1952 0.220 0. 109
1953 0.182 0. 111
1954 0.250 0. 132
1955 0.310 0.191
1956 0.308 0. 179
1957 0.318 0. 134
1958 0.235 0. 130
1959 0.193 0. 121
1960 0.326 0.319
1961 0.228 0. 127
1962 0.159 0.101
1963 0.228 0.128
1964 0.261 0. 126
1965 0.209 0.131
1966 0.236 0.114
1967 0.348 0.165
1968 0.263 0.118
1969 0.237 0.123
1970 0.238 0. 124
1971 0.228 0. 141
1972 0' 405 0.261
1973 0.219 0. 118
1974 0,223 0. 125
1975 0.367 0. 173
1976 0.240 0.141
1977 0.179 0.099
1978 0.245 0, 126
1979 0.229 0.101
1980 0.290 0.246
1981 0.258 0. 112
1982 0.446 0.311
1983 0.240 0. 158
1984 0.238 0. 107
1985 0.155 0. 120
1986 0.391 0.284
1987 0.359 0.314
1988 0.172 0. 113
1989 0.160 0.093
1990 0.576 0.339
1991 0.515 0.355
1992 0.238 0.121
1993 0.182 0.123
1994 0.132 0.086
1995 0.232 0.175
1996 0.446 0.368
1997 0,376 1*368
1998 0.202 0.119
Ranked Yearly Peaks for Predeveloped and Developed-Mitigated
Rank Predeveloped Developed
1 0.5429 0.3681
' 2 0.5152 0.3680
3 0.4462 0.3547
4 0.4462 0.3390
5 0.4053 0.3191
6 0.3964 0.3144
7 0.3906 0.3111
8 0.3761 0.2843
9 0.3172 0.2606
10 0.3587 0.2463
11 0.3482 0.1912
12 0.3260 0.1791
13 0.3180 0.1746
14 0.3097 0.1733
15 0.3085 0.1648
16 0.3084 0.1607
17 0.2905 0.1584
18 0.2627 0.1410
19 0.2611 0.1410
20 0.2577 0.1337
21 0.2496 0.1322
22 0.2450 0.1309
23 0.2400 0.1301
24 0.2398 0.1277
25 0.2382 0.1275
26 0.2381 0.1260
27 0.2376 0.1258
28 0.2366 0.1255
29 0.2357 0.1237
30 0.2347 0.1234
31 0.2321 0.1226
32 0.2294 0.1215
33 0.2283 0.1.215
34 0.2281 0.1208
35 0.2278 0.1198
36 0.2229 0.1186
37 0.2200 0.1183
38 0.2185 0.1176
39 0.2091 0.1141
40 0.2024 0.1128
41 0.1929, 0.1123
42 0.1824 0.1107
43 0.1816 0.1087
44 0.1794 0.1066
45 0.1719 0.1009
46 0.1605 0.1007
47 0.1586 0.0993
48 0.1550 0.0927
49 0.1316 0.0864
1/2 2 year to 50 year
Flow(CFS) Predev Final Percentage Pass/Fail
0.1293 1691 1278 75.0 Pass
0.1336 1512 1125 72.0 Pass
0.1379 1427 1025 71.0 Pass
0.1422 1285 907 70.0 Pass
0.1465 1193 840 70.0 Pass
0.1508 1093 774 70.0 Pass
0.1551 1004 700 69.0 Pass
0.1594 942 647 68.0 Pass
0.1637 881 606 68.0 Pass
0.1680 801 564 70.0 Pass
0.1723 757 530 70.0 Pass
0.1766 696 498 71.0 Pass
0.1809 652 478 73.0 Pass
0.1852 596 443 74.0 Pass
0.1895 560 420 75.0 Pass
0.1938 516 399 77.0 Pass
0.1981 468 381 81.0 Pass
0.2024 446 362 81.0 Pass
0.2067 414 343 82.0 Pass
' 0.2111 385 325 84.0 Pass
0.2154 366 309 84.0 Pass
0.2197 340 288 84.0 Pass
0.2240 318 274 86.0 Pass
0.2283 287 255 88.0 Pass
0.2326 270 238 88.0 Pass
0.2369 248 221 89.0 Pass
0.2412 220 209 95.0 Pass
0.2455 205 197 96.0 Pass
0.2498 198 185 93.0 Pass
0.2541 179 175 97.0 Pass
0.2584 170 167 98.0 Pass
0.2627 158 158 100.0 Pass'
0.2670 146 144 98.0 Pass
0.2713 140 137 97.0 Pass
0.2756 128 129 100.0 Pass
0.2799 120 119 99.0 Pass
0.2842 109 107 98.0 Pass
0.2885 105 102 97.0 Pass
0.2928 100 96 96.0 Pass
0.2971 92 83 90.0 Pass
0.3014 90 74 82.0 Pass
0.3057 82 69 84.0 Pass
0.3100 73 62 84.0 Pass
0.3143 71 52 73.0 Pass
0.3186 66 46 69.0 Pass
0.3229 60 37 61.0 Pass
0.3272 56 33 58.0 Pass
0.3315 52 31 59.0 Pass
0.3359 50 26 52.0 Pass
0.3402 48 24 50.0 Pass
0.3445 43 22 51.0 Pass
0.3488 39 18 46.0 Pass
0.3531 33 15 45.0 Pass
0.3574 33 13 39.0 Pass
0.3617 30 10 33.0 Pass
0.3660 28 8 28.0 Pass
0.3703 25 5 20.0 Pass
0.3746 24 3 12.0 Pass
0.3789 23 3 13.0 . Pass
0.3832 22 3 13.0 Pass
0.3875 20 3 15.0 Pass
0.3918 19 3 15.0 Pass
0.3961 17 2 11.0 Pass
0.4004 15 1 6.0 Pass
0.4047 13 1 7.0 Pass
0.4090 11. 1 9.0 Pass
0.4133 11 1 9.0 Pass
0.4176 11 0 .0 Pass
0.4219 9 0 .0 Pass
0.4262 9 0 .0 Pass
0.4305 9 0 .0 Pass
0.4348 9 0 .0 Pass
0.4391 9 0 .0 Pass
0.4434 9 0 .0 Pass
0.4477 7 0 .0 Pass
0.4520 7 0 .0 Pass
0.4563 7 0 .0 Pass
0.4607 6 0 .0 Pass
0.4650 6 0 .0 Pass
0.4693 6 0 .0 Pass.
0.4736 6 0 .0 Pass
0.4779 6 0 .0 Pass
0.4822 6 0 .0 Pass
0.4865 6 0 .0 Pass
0.4908 6 0 .0 Pass
0.4951 6 0 .0 Pass
0.4994 6 0 .0 Pass
nnnni Tm-7 A n n Aacc nn
0.5080 6 0 .0 Pass
0.5123 6 0 .0 Pass
0.5166 5 0 .0 Pass
0.5209 5 0 .0 Pass
0.5252 5 0 .0 Pass
0.5295 5 0 .0 Pass
1,5338 5 0 .0 Pass
0.5381 5 0 .0 Pass
0.5424 4 0 .0 Pass
0.5467 2 0 .0 Pass
0.5510 2 0 .0 Pass
0.5553 1 0 .0 Pass
Water Quality BMP Flow and Volume.
On-line facility volume: 0.364 acre-feet
on-line facility target flow: 0.37 cfs.
Adjusted for 15 min: 0.4 cfs.
off-line facility target flow: 0.21 cfs.
Adjusted for 15 min: 0.22 cfs.
program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding
the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State
Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the
Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages
for loss of business profits, loss of business information, business interruption, and the like) arising out of the
user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of
Ecology has been advised of the possibility of such damages.
1a0
f
d E �i �tt
Yearly Peaks for Predeveloped Flow Frequency Chart
YEAR FLOW 1
100 1320 € 0.56 —u Qrxdeweloped_
50 t 2I$ x Developed adi Faoilibi
45Al
x
1(l
.m 0.24
G
�gjf 10E-5 1IE-4 10E-3 10E-2 1GE-1 1.
Percent Exceeding
Yearly Peaks for developed W/O Pond Duration Graph
0. ,4263
1 iE t
3560
1
Y
5'
Yearly Peaks for Developed W/Pond
r.
Appendix A-3
BASINS 2 AND 3
Perteet Engineering
Incorporated
WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: strander 2+3
Site Address:
City Renton
Report Date 6/17/2004
Gage Seatac
Data Start 1948
Data End 1998
Precip Scale: 1.00
PREDEVELOPED LAND USE
Basin Offsite C
Flows To Point of Compliance
Groundwater: No
Land Use Acres
TILL FOREST: 3.4
IMPERVIOUS: 2.8
Basin Offsite C
Flows To Point of Compliance
GroundWater: No
Land Use Acres
TILL PASTURE: 7 .7
DEVELOPED LAND USE
Basin Basin 1
Flows To Pond 1
GroundWater: No
Land Use Acres
TILL GRASS: 0. 9
IMPERVIOUS: 5.3
Basin Offsite C
Flows To Pond 1
Groundwater: No
Land Use Acres
TILL PASTURE: 7.7
RCHRES (POND) INFORMATION
Pond Name: Pond 1
Pond Type: Trapezoidal Pond
Pond Flows to : Filter 1
Pond Rain / Evap is not activated.
Dimensions
Depth: 2.4ft.
Bottom Length: 940ft.
-+-+-^- W4 A+.I,
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Volume at Riser Head: 0.820 acre-ft.
Discharge Structure
Riser Height: 1. 9 ft.
Riser Diameter: 18 in.
NotchType Rectangular
Notch Width 0.220 ft.
Notch Height: 0.870 ft.
Orifice 1 Diameter: 4 .55 in. Elevation: 0 ft.
Pond Hydraulic Table
Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(cfs)
15. 10 0.432 0.000 0.000 0.000
15. 13 0.432 0.014 0.098 0.000
15, 11 1*432 1*028 0.138 0,000
15.20 0.432 0.042 0.169 0.000
15.23 0.432 0.056 0.195 0.000
15.26 0.432 0.070 0.218 0.000
15.29 0.432 0.083 0.239 0.000
15.33 0.432 0.097 0.258 0.000
15.36 0.432 0.111 0.276 0.000
15.39 0.432 0.125 0.293 0.000
15.42 0.432 0.139 0.309 0.000
15.45 0.432 0.153 0.324 0.000
15. 49 0.432 0.167 0.338 0.000
15.52 0.432 0.181 0.352 0.000
15.55 0.432 0.195 0.365 0.000
15.58 0.432 0.209 0.378 0.000
15. 62 0.432 0.223 0.390 0.000
15. 65 0.432 0.236 0.402 0.000
15. 68 0.432 0.250 0.414 0.000
15.71 0. 432 0.264 0.425 0.000
15.74 0.432 0.278 0.436 0.000
15.78 0.432 0.292 0,417 0.000
15.81 0.432 0.306 0.458 0.000
15.84 0.432 0.320 0.468 0.000
15.87 0.432 0.334 0.478 0.000
15.91 0,432 0.348 0,411 0,000
15. 94 0.432 0.362 0.498 0.000
15. 97 0.432 0.375 0.507 0.000
16.00 0.432 0.389 0.516 0.000
16.03 0.432 0.403 0.526 0.000
16.07 0.432 0.417 0.535 0.000
16.10 0.432 0.431 0.543 0.000
16.13 0.432 0.445 0.552 0.000
16.16 0.432 0.459 0.565 0.000
16.20 0.432 0.473 0.581 0.000
16.23 0.432 0.487 0.599 0.000
16.26 0.432 0.501 0. 619 0.000
16.29 0.432 0.515 0.640 0.000
16.32 0.432 0.528 0.662 0.000
16.36 0.432 0.542 0.685 0.000
16.39 0.432 0.556 0.709 0.000
16.42 0.432 0.570 0.733 0.000
16.45 0.432 0.584 0.759 0.000
16.49 0.432 0.598 0.784 0.000
16.52 0.432 0.612 0.811 0.000
16.55 0.432 0.626 0.837 0.000
16.58 0.432 0.640 0.865 0.000
16. 61 0.432 0.654 0.892 0.000
16. 65 0.432 0. 668 0.920 0.000
16. 68 0.432 0.681 0. 948 0.000
16.71 0.432 0. 695 0. 977 0.000
16.74 0.432 0.709 1.006 0.000
16,78 0.432 0.723 1.035 0.000
16.81 0.432 0.737 1.064 0.000
16.84 0.432 0.751 1.093 0.000
16.87 0.432 0.765 1.123 0.000
16. 90 0.432 0.779 1.152 0.000
16. 94 0.432 0.793 1.182 0.000
16. 97 0.432 0.807 1.212 0.000
17.00 0.432 0.820 1.241 0.000
17.03 0.432 0.834 1.336 0.000
17.07 0.432 0.848 1.499 0.000
17 .10 0.432 0.862 1.706 0.000
17.13 0.432 0.876 1. 950 0.000
17.16 0.432 0.890 2.226 0.000
17. 19 0.432 0.904 2.531 0.000
17.23 0.432 0.918 2.860 0.000
17.26 0.432 0. 932 3.214 0.000
17.29 0.432 0.946 3.590 0.000
17.32 0.432 0.960 3. 988 0.000
17.36 0.432 0.973 4 .405 0.000
17.39 0.432 0. 987 4 .841 0.000
17.42 0.432 1.001 5.296 0.000
17 .45 0.432 1.015 5.768 0.000
17 .48 0.432 1.029 6.256 0.000
Filter Name: Filter 1
Filter Flows to Point of Compliance
Hydraulic Conductivity (in/hr) : 1
Filter Material Depth: 1
Filter Material: sand
Volume Filtered (acre ft) : 948. 68
Percent of Total Volume: 00.00
Pond Rain / Evap is not activated.
Dimensions
Depth: 3.5ft.
Bottom Length: 225ft.
Bottom Width 18ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Volume at Riser Head: 0.186 acre-ft.
Discharge Structure
Riser Height: 2 ft.
Riser Diameter: 18 in.
Pond Hydraulic Table
_Stage(£t) Area(acr) yolume(acr-ft) Dschrg(cfs) Infilt(cfs)
10.80 0.093 0.000 0.000 0.000
10. 90 0.093 0.009 0.000 0.100
11.00 0.093 0.019 0.000 0.106
11.10 0.093 0.028 0.000 0.113
11.20 0.093 0.037 0.000 0. 119
11.30 0.093 0.046 0.000 0. 125
11.40 0.093 0.056 0.000 0. 131
11.50 0.093 0.065 0.000 0. 138
11. 60 0.093 0.074 0.000 0. 144
11.70 0.093 0.084 0.000 0.150
11.80 0.093 0.093 0.000 0.156
11. 90 0.093 0. 102 0.000 0. 163
12.00 0.093 0.112 0.000 0.169
12. 10 0.093 0.121 0.000 0.175
12.20 0.093 0.130 0.000 0. 181
12.30 0.093 0. 139 0.000 0. 188
12.40 0.093 0. 149 0.000 0.194
12.50 0.093 0. 158 0.000 0.200
12. 60 0.093 0.167 0.000 0.206
12.70 0.093 0.177 0.000 0.213
12.80 0.093 0.186 0.000 0.219
12. 90 0.093 0.195 0.462 0.225
13.00 0.093 0.205 1.307 0.231
13.10 0.093 0.214 2.400 0.238
13.20 0.093 0.223 3. 696 0.244
13.30 0.093 0.232 5.165 0.250
1 '� A n no'I 0 ')n") F -7aa n )r,F
13.50 0.093 0.251 8 .556 0.263
13. 60 0.093 0.260 10.45 0.269
13.70 0.093 0.270 12.47 0.275
13.80 0.093 0.279 14 . 61 0.281
13. 90 0.093 0.288 16.85 0.287
14 .00 0.093 0.298 19.20 0.294
14 .10 0.093 0.307 21. 65 0.300
14 .20 0.093 0.316 24 .20 0.306
14 .30 0.093 0.325 26.84 0.312
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period Flow(cfs)
2 year 0. 924788
5 year 1.20414
10 year 1.398428
25 year 1.655117
50 year 1.854771
100 year 2.061871
Flow Frequency Return Periods for Developed Unmitigated
Return Period Flow(cfs)
2 year 1.533479
5 year 1.922452
10 year 2.179823
25 year 2.506776
50 year 2.752435
100 year 3.000414
Flow Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
2 year 0.607336
5 year 0.888097
10 year 1.096939
25 year 1.387414
50 year 1.62351
100 year 1.876853
Yearly Peaks for Predeveloped and Developed-Mitigated
Year Predeveloped Developed
1949 1.075 0.573
1950 1. 838 0. 657
1951 1.235 1.249
1952 0.773 0.479
1953 0. 683 0.443
1954 0. 905 0.491
1955 1.052 0. 924
1956 1.043 0. 626
1957 1.134 0. 671
1958 0.879 0. 612
1959 0.716 0.483
1960 1.076 1.080
1961 0.819 0.534
1962 0. 633 0.431
1963 0.819 0.520
1964 0. 940 0.511
1965 0.775 0.555
1966 0.847 0.430
1967 1.170 0.807
1968 1.050 0.490
1969 0.830 0.580
1970 0.848 0.518
1971 0.823 0.520
1972 1.378 0. 950
1973 0.780 0.515
1974 0.805 0.454
1975 1.273 0.836
1976 0.839 0.520
1977 0.717 0.379
1978 0. 975 0.530
1979 0. 917 0.432
1980 1.055 0.828
1981 1.010 0.460
1982 1. 601 1.179
1983 0.851 0. 629
1984 0.864 0.491
1985 0. 618 0.496
1986 1.306 1.171
1987 1.215 1.193
1988 0. 611 0.488
1989 0. 642 0.289
1990 1.962 1. 959
1991 1.769 1.366
1992 0.854 0.503
1993 0. 612 0.525
1994 0.525 0.202
1995 0.787 0. 612
1996 1.466 1.160
1997 1.203 1.441
1998 0.808 0.484
Ranked Yearly Peaks for Predeveloped and Developed-Mitigated
Rank Predeveloped Developed
1 1.8376 1.4406
2 1.7695 1.3664
3 1. 6007 1.2493
4 1.4658 1.1934
5 1.3782 1.1792
6 1.3058 1.1709
7 1.2731 1.1595
8 1.2353 1.0799
9 1.2150 0. 9497
10 1.2025 0.9236
11 1. 1695 0.8355
12 1. 1342 0.8280
13 1.0757 0.8069
14 1.0754, 0. 6707
15 1.0545 0. 6568
16 1.0525 0.6289
17 1.0498 0.6258
18 1.0429 0.6124
19 1.0104 0.6123
20 0. 9753 0.5803
21 0.9402 0.5732
22 0. 9173 0.5546
23 0. 9050 0.5344
24 0.8789 0.5299
25 0.8639 0.5248
26 0.8537 0.5200
27 0.8509 0.5198
28 0.8480 0.5195
29 0.8473 0.5184
30 0.8394 0.5151
31 0.8298 0.5112
32 0.8221 0.5029
33 0.8189 0.4965
34 0.8188 0.4912
35 0.8083 0.4910
36 0.8052 0.4899
37 0.7871 0.4884
38 0.7803 0.4838
39 0.7752 0.4833
40 0.7728 0.4793
41 0.7173 0.4604
42 0.7057 0.4539
n :� n Fooc 0 AA )-7
44 0. 6418 0.4323
45 0.6326 0.4309
46 0. 6179 0.4302
47 0. 6115 0.3793
48 0.6013 0.2889
49 0.5254 0.2017
1/2 2 year to 50 year
Flow(CFS) Predev Final Percentage Pass/Fail
0.4624 1445 1402 97.0 Pass
0.4765 1314 1241 94.0 Pass
0.4905 1204 1088 90.0 Pass
0.5046 1099 958 87.0 Pass
0.5187 993 . 848 85.0 Pass
0.5327 919 757 82.0 Pass
0.5468 858 670 78.0 Pass
0.5608 803 602 74.0 Pass
0.5749 739 546 73.0 Pass
0.5890 686 500 72.0 Pass
0.6030 640 456 71.0 Pass
0.6171 586 421 71.0 Pass
0.6312 539 399 74.0 Pass
0.6452 498 373 74.0 Pass
0.6593 473 344 72.0 Pass
0.6734 437 327 74.0 Pass
0.6874 403 302 74.0 Pass
0.7015 378 289 76.0 Pass
0.7156 349 276 79.0 Pass
0.7296 327 258 78.0 Pass
0.7437 313 245 78.0 Pass
0.7577 300 235 78.0 Pass
0.7718 282 221 78.0 Pass
0.7859 261 207 79.0 Pass
0.7999 242 200 82.0 Pass
0.8140 215 183 85.0 Pass
0.8281 197 174 88.0 Pass
0.8421 183 165 90.0 Pass
0.8562 171 156 91.0 Pass
0.8703 160 152 95.0 Pass
0.8843 148 141 95.0 Pass
0.8984 140 130 92.0 Pass
0.9125 134 125 93.0 Pass
0.9265 126 115 91.0 Pass
0.9406 117 108 92.0 Pass
0.9546 112 103 91.0 Pass
0.9687 106 102 96.0 Pass
0.9828 93 97 104.0 Pass
0.9968 90 90 100.0 Pass
1.0109 83. 83 100.0 Pass
1.0250 73 74 101.0 Pass
1.0390 70 70 100.0 Pass
1.0531 65 64 98.0 Pass
1.0672 60 59 98.0 Pass
1.0812 52 52 100.0 Pass
1.0953 48 48 100.0 Pass
1.1094 46 44 95.0 Pass
1.1234 43 41 95.0 Pass
1.1375 40 36 90.0 Pass
1.1516 39 31 79.0 Pass
1.1656 38 29 76.0 Pass
1.1797 36 25 69.0 Pass
1.1937 32 21 65.0 Pass
1.2078 27 18 66.0 Pass
1.2219 25 16 64.0 Pass
1.2359 22 15 68.0 Pass
1.2500 21 13 61.0 Pass
1.2641 20 12 60.0 Pass
1.2781 18 11 61.0 Pass
1.2922 18 9 50.0 Pass
1.3063 16 9 56.0 Pass
1 11)nl 1CZ a Cn n D---
1.3344 14 7 50.0 Pass
1.3485 14 7 50.0 Pass
1.3625 13 7 53.0 Pass
1.3766 12 5 41.0 Pass
1.3906 10 4 40.0 Pass
1.4047 9 3 33.0 Pass
1.4188 9 3 33.0 Pass
1.4328 9 3 33.0 Pass
1.4469 9 2 22.0 Pass
1.4610 9 2 22.0 Pass
1.4750 8 2 25.0 Pass
1.4891 8 2 25.0 Pass
1.5032 8 2 25.0 Pass
1.5172 8 2 25.0 Pass
1.5313 8 2 25.0 Pass
1.5454 7 2 28.0 Pass,
1.5594 7 2 28.0 Pass
1.5735 7 2 28.0 Pass
1.5875 7 2 28.0 Pass
1. 6016 6 2 33.0 Pass
1.6157 6 2 33.0 Pass
1.6297 6 2 33.0 Pass
1.6438 6 2 33.0 Pass
1.6579 6 2 33.0 Pass
1.6719 6 2 33.0 Pass
1. 6860 6 2 33.0 Pass
1.7001 6 2 33.0 Pass
1.7141 6 2 33.0 Pass
1.7282 6 2 33.0 Pass
1.7423 6 2 33.0 Pass
1.7563 6 2 33.0 Pass
1.7704 5 2 40.0 Pass
1.7844 4 2 50.0 Pass
1.7985 4 2 50.0 Pass
1.8126 4 2 50.0 Pass
1.8266 4 2 50.0 Pass
1.8407 2 2 100.0 Pass
1.8548 1 1 100.0 Pass
Water Quality BHP Flow and Volume.
On-line facility volume: 0.853 acre-feet
On-line facility target flow: 0.79 cfs.
Adjusted for 15 minc 0.83 cfs.
Off-line facility target flow: 0.44 cfs.
Adjusted for 15 min: 0.46 cfs.
program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding
the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State
Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the
Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages
for loss of business profits, loss of business information, business interruption, and the like) arising out of the
user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of
Ecology has been advised of the possibility of such damages.
YFAR FLOW(CM
n 1&0
1.173
10 1032
.9192
10
1'
� 4 z
r
Yearly Peaks for Predeveloped Flow Frequency Chart
YkW'; FLOW )
10 [ _ 1.28
x Developed gi4i�Factlfi�
0.83
VIA
1 V V
Yearly Peaks for developed W/O Pond Duration Graph
YEAR 'FLOW 1
100 1.235
ii
50: 11,114,
4�aT c,
Yearly Peaks for Developed W/Pond
7; y
1 <p
File Edit Viek-v Help
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y
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H.
Appendix A-4
BASIN 4
-:�k Perteet Engineering
Incorporated
WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: strander4
Site Address:
City Renton
Report Date 6/25/2004
Gage Seatac
Data Start 1948
Data End 1998
Precip Scale: 1.00
PREDEVELOPED LAND USE
Basin Basin 4
Flows To Point of Compliance
Groundwater: No
Land Use Acres
TILL FOREST: 0.9
IMPERVIOUS: 1.3
DEVELOPED LAND USE
Basin Basin 4
Flows To Pond 1
Groundwater: No
Land Use Acres
TILL GRASS: 0.3
IMPERVIOUS: 1.9
RCHRES (POND) INFORMATION
Pond Name: Pond 1
Pond Type: Trapezoidal Pond
Pond Flows to : Point of Compliance
Pond Rain / Evap is not activated.
Dimensions
Depth: 3. 9ft.
Bottom Length: 145ft.
Bottom Width 20ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Volume at Riser Head: 0.193 acre-ft.
Discharge Structure
Riser Height: 2. 9 ft.
Riser Diameter: 18 in.
NotchType Rectangular
Notch Width : 0.060 ft.
Notch Height: 1.550 ft.
Orifice 1 Diameter: 2.7 in. Elevation: 0 ft.
Pond Hydraulic Table
Stage(ft) Area(acr) Volume(acr-ft) Dschrg(cfs) Infilt(c£s)
15. 10 0.067 0.000 0.000 0.000
15. 14 0.067 0.003 0.040 0.000
15.19 0.067 0.006 0.056 0.000
15.23 0.067 0.009 0.069 0.000
15.21 0.067 0.012 0.080 0.000
15.32 0.067 0.014 0.089 0.000
15.36 0.067 0.017 0.098 0.000
15.40 0.067 0.020 0.105 0.000
15.45 0.067 0.023 0.113 0.000
15.49 0.067 0.026 0.120 0.000
15.53 0.067 0.029 0.126 0.000
15.58 0.067 0.032 0.132 0.000
15.62 0.067 0.035 0.138 0.000
15.66 0.067 0.038 0.144 0.000
15.71 0.067 0.040 0.149 0.000
15.75 0.067 0.043 0.154 0.000
15.79 0.067 0.046 0.159 0.000
15.84 0.067 0.049 0.164 0.000
15.88 0.067 0.052 0.169 0.000
15.92 0.067 0.055 0.174 0.000
15. 97 0.067 0.058 0.178 0.000
16.01 0.067 0.061 0.183 0.000
16.05 0.067 0.063 0.187 0.000
16.10 0.067 0.066 0.191 0.000
16.14 0.067 0.069 0.195 0.000
16.18 0.067 0.072 0.199 0.000
16.23 0.067 0.075 0.203 0.000
16.27 0.067 0.078 0.207 0.000
16.31 0.067 0.081 0.211 0.000
16.36 0.067 0.084 0.215 0.000
16.40 0.067 0.087 0.218 0.000
16.44 0.067 0.089 0.222 0.000
16.49 0.067 0.092 0.227 0.000
16.53 0.067 0.095 0.233 0.000
16.57 0.067 0.098 0.241 0.000
16.62 0.067 0.101 0.249 0.000
16. 66 0.067 0.104 0.258 0.000
16.70 0.067 0.107 0.267 0.000
16.75 0.067 0.110 0.276 0.000
16.79 0.067 0.113 0.286 0.000
16.83 0.067 0.115 0.296 0.000
16.88 0.067 0.118 0.306 0.000
16.92 0.067 0.121 0.317 0.000
16.96 0.067 0.124 0.327 0.010
17.01 0.067 0.127 0.338 0.000
17.05 0.067 0.130 0.349 0.000
17.09 0.067 0.133 0.360 0.000
17.14 0.067 0.136 0.371 0.000
17.18 0.067 0.138 0.383 0.000
17.22 0.067 0.141 0.394 0.000
17.27 0.067 0.144 0.405 0.000
17.31 0..067 0.147 0.417 0.000
17.35 0.067 0.150 0.428 0.000
17.40 0.067 0.153 0.439 0.000
17.44 0.067 0.156 0.451 0.000
17 .48 0.067 0.159 0.463 0.000
17.53 0.067 0.162 0.477 0.000
17.57 0.067 0.164 0.490 0.000
17.61 0.067 0.167 0.504 0.000
17.66 0.067 0.170 0.518 0.000
17.70 0.067 0.173 0.532 0.000
17.74 0.067 0.176 0.546 0.000
17.79 0.067 0.179 0.561 0.000
17.83 0.067 0.182 0.575 0.000
17.87 0.067 0.185 0.590 0.000
17 . 92 0.067 0.188 0.605 0.000
17 .96 0.067 0.190 0.620 0.000
18.00 0.067 0.193 0.637 0.000
18.05 0.067 0.196 0.784 0.000
18.09 0.067 0.199 1.034 0.000
18.13 0.067 0.202 1.353 0.000
18.18 0.067 0.205 1.729 0.000
18.22 0.067 0.208 2.154 0.000
nnn1A 9F n nF7 n 711 9 ti)3 n n n n nn
18.31 0.067 0.213 3. 132 0.000
18.35 0.067 0.216 3. 678 0.000
18.39 0.067 0.219 4 .260 0.000
18.44 0.067 0.222 4 .874 0.000
18.48 0.067 0.225 5.519 0.000
18.52 0.067 0.228 6.193 0.000
18.57 0.067 0.231 6.896 0.000
18. 61 0.067 0.234 7. 627 0.000
18 . 65 0.067 0.237 8.384 0.000
18.70 0.067 0.239 9. 166 0.000
18.74 0.067 0.242 9.973 0.000
18.78 0.067 0.245 10.80 0.000
18.83 0.067 0.248 11.66 0.000
18.87 0.067 0.251 12.53 0.000
18. 91 0.067 0.254 13.43 0.000
18. 96 0.067 0.257 14 .35 0.000
19.00 0.067 0.260 15.30 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period Flow(cfs)
2 year 0.337134
5 year 0.412296
10 year 0.461092
25 year 0.522183
50 year 0.567505
100 year 0. 612807
Flow Frequency Return Periods for Developed Unmitigated
Return Period Flow(cfs)
2 year 0.490001
5 year 0.599296
10 year 0.670257
25 year 0.759102
50 year 0.825017
100 year 0.890904
Flow Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
2 year 0.233153
5 year 0.30701
10 year 0.360978
25 year 0.43515
50 year 0.494906
100 year 0.558659
Yearly Peaks for Predeveloped and Developed-Mitigated
Year Predeveloped Developed
1949 0.357 0.265
1950 0.524 0.234
1951 0.356 0.321
1952 0.290 0.185
1953 0.268 0. 191
1954 0.323 0.190
1955 0.339 0.335
1956 0.327 0.243
1957 0.383 0.304
1958 0.338 0.230
1959 0.261 0.205
1960 0.331 0.300
1961 0.289 0. 196
1962 0.284 0.170
1963 0.283 0. 174
1964 0.336 0. 196
1965 0.296 0.205
1966 0.298 0.191
1967 0.428 0.304
1968 0.484 0.205
1969 0.276 0.227
1970 0.297 0.214
1971 0.280 0.199
1972 0.421 0.345
1973 0.273 0.203
1974 0.294 0.176
1975 0.404 0.331
1976 0.275 0.200
1977 0.332 0.187
1978 0.431 0.260
1979 0.426 0.184
1980 .0.366 0.269
1981 0.393 0.218
1982 0.533 0.388
1983 0.394 0.265
1984 0.309 0. 194
1985 0.282 0.223
1986 0.381 0.390
1987 0.492 0.385
1988 0.237 0.183
1989 0.297 0.155
1990 0.584 0.581
1991 0.544 0.498
1992 0.305 0.219
1993 0.204 0.187
1994 0.244 0.155
1995 0.306 0.216
1996 0.399 0.380
1997 0.371 0.361
1998 0.371 0.203
Ranked Yearly Peaks for Predeveloped and Developed-Mitigated
Rank Predeveloped Developed
1 0.5436 0.4982
2 0.5329 0.3897
3 0.5245 0.3876
4 0. 4924 0.3848
5 0.4835 0.3799
6 0.4306, 0.3608
7 0. 4276 0.3451
8 0.4256 0.3354
9 0.4207 0.3310
10 0.4035 0.3197
11 0.3986 0.3043
12 0.3943 0.3036
13 0.3,927 0.3002
14 0.3827 0.2692
15 0.3809 0.2651
16 0.3711 0.2648
17 0.3710 0.2598
18 0.3664 0.2430
19 0.3566 0.2344
20 0.3558 0.2295
21 0.3388 0.2275
22 0.3375 0.2225
23 0.3355 0.2186
24 0.3324 0.2185
25 0.3306 0.2160
26 0.3271 0.2142
27 0.3234 0.2052
28 0.3086 0.2052
29 0.3060 0.2046
30 0.3050 0.2033
31 0.2985 0.2032
32 0.2975 0.1997
33 0.2970 0. 1987
34 0.2959 0.1958
or- n 10oti n 1oc�o
36 0.2902 0.1935
37 0.2894 0.1911
38 0.2844 0.1907
39 0.2833 0.1897
40 0.2823 0.1867
41 0.2796 0.1865
42 0.2764 0.1850
43 0.2755 0.1840
44 0.2733 0.1828
45 0.2679 0.1762
46 0.2614 0.1736
47 0.2436 0.1697
48 0.2370 0.1554
49 0.2040 0.1549
1/2 2 year to 50 year
Flow(CFS) Predev Final Percentage Pass/Fail
0.1686 1228 1222 99.0 Pass
0.1726 1132 1102 97.0 Pass
0.1766 1041 998 95.0 Pass
0.1807 967 886 91.0 Pass
0.1847 886 800 90.0 Pass
0.1887 828 712 85.0 Pass
0.1927 772 631 81.0 Pass
0.1968 711 566 79.0 Pass
0.2008 673 501 74.0 Pass
0.2048 627 453 72.0 Pass
0.2089 579 415 71.0 Pass
0.2129 534 375 70.0 Pass
0.2169 502 339 67.0 Pass
0.2210 469 297 63.0 Pass
0.2250 438 263 60.0 Pass
0.2290 402 233 57.0 Pass
0.2330 375 217 57.0 Pass
0.2371 359 212 59.0 Pass
0.2411 333 198 59.0 Pass
0.2451 311 180 57.0 Pass
0.2492 284 173 60.0 Pass
0.2532 264 161 60.0 Pass
0.2572 244 148 60.0 Pass
0.2612 231 137 59.0 Pass
0.2653 214 124 57.0 . Pass
0.2693 204 115 56.0 Pass
0.2733 193 109 56.0 Pass
0.2774 182 106 58.0 Pass
0.2814 170 99 58.0 Pass
0.2854 155 94 60.0 Pass
0.2895 147 88 59.0 Pass
0.2935 135 83 61.0 Pass
0.2975 122 76 62.0 Pass
0.3015 115 71 61.0 Pass
0.3056 108 66 61.0 Pass
0.3096 99 62 62.0 Pass
0.3136 97 58 59.0 Pass
0.3177 91 55 60.0 Pass
0.3217 83 53 63.0 Pass
0.3257 76 48 63.0 Pass
0.3298 72 46 63.0 Pass
0.3338 66 44 66.0 Pass
0.3378 63 40 63.0 Pass
0.3418 57 40 70.0 Pass
0.3459 56 35 62.0 Pass
0.3499 54 31 57.0 Pass
0.3539 50 28 56.0 Pass
0.3580 45 25 55.0 Pass
0.3620 41 20 48.0 Pass
0.3660 39 19 48.0 Pass
0.3701 38 17 44.0 Pass
0.3741 35 16 45.0 Pass
0.3781 33 16 48.0 Pass
n 1071 1.11 1A A n D-ten
0.3862 30 12 40.0 Pass
0.3902 29 9 31.0 Pass
0.3942 28 9 32.0 Pass
0.3983 27 9 33.0 Pass
0.4023 26 9 34.0 Pass
0.4063 24 9 37.0 Pass
0.4103 22 9 40.0 Pass
0.4144 20 9 45.0 Pass
0.4184 18 8 44.0 Pass
0.4224 17 8 47.0 Pass
0.4265 14 8 57.0 Pass
0.4305 13 7 53.0 Pass
0.4345 12 7 58.0 Pass
0.4386 12 7 58.0 Pass
0.4426 12 7 58.0 Pass
0.4466 12 6 50.0 Pass'
0.4506 12 6 50.0 Pass
0.4547 12 5 41.0 Pass
0.4587 12 5 41.0 Pass
0.4627 12 5 41.0 Pass
0.4668 12 5 41.0 Pass
0.4708 11 5 45.0 Pass
0.4748 10 5 50.0 Pass
0.4789 10 5 50.0 Pass
0.4829 10 4 40.0 Pass
0.4869 9 4 44.0 Pass
0.4909 8 4 50.0 Pass
0.4950 7 4 57.0 Pass
0.4990 7 3 42.0 Pass
0.5030 7 3 42.0 Pass
0.5071 7 3 42.0 Pass
0.5111 6 3 50.0 Pass
0.5151 6 3 50.0 Pass
0.5191 6 3 50.0 Pass
0.5232 5 2 40.0 Pass
0.5272 4 2 50.0 Pass
0.5312 4 2 50.0 Pass
0.5353 2 2 100.0 Pass
0.5393 2 2 100.0 Pass
0.5433 2 2 100.0 Pass
0.5474 1 1 100.0 Pass
0.5514 1 1 100.0 Pass
0.5554 1 1 100.0 Pass
0.5594 1 1 100.0 Pass
0.5635 1 1 100.0 Pass
0.5675 1 1 100.0 Pass
Water Quality HMP Flow and Volume.
on-line facility volume: 0.234 acre-feet
on-line facility target flow: 0.26 cfs.
Adjusted for 15 min: 0.29 cfs.
off-line facility target flow: 0.15 cfs.
Adjusted for 15 min: 0.17 cfs.
program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding
the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State
Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the
Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages
for loss of business profits, loss of business information, business interruption, and the like) arising out of the
user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of
Ecology has been advised of the possibility of such damages.
Y FL _ wJEQ
h S e° iW
a a
Y-�
- a ,,,<< �. ,.: .:;.. .:„•�. . ..... �, .,. ,. .: -, ,,,E„-,.. .� ..�,.<: ...
Yearly Peaks for Predeveloped Flow Frequency Chart
YEAR FLOW cfs)
100'8909 0.57 ` -----— e
50 8250 I x Developed
0.47 %M
e
0.37
d
Yearl,a,Peaks fo''�.
y r developed W/O Pond Duration Graph
YEAR FLOW�fs}
IN`.5587
50 4
F �E
3070
s
Yearly Peaks for Developed W/Pond
i
1
i
t
1
Appendix A-5
BASIN 5
Perteet Engineering
Incorporated
WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: strander5-w offsite
Site Address:
1 City : Renton
Report Date 6/4/2004
Gage Seatac
Data Start 1948
Data End 1998
Precip Scale: 1.00
PREDEVELOPED LAND USE
Basin Basin 5
Flows To Point of Compliance
GroundWater: No
Land Use Acres
TILL FOREST: 0.7
IMPERVIOUS: 1.2
Basin Offsite D
Flows To Point of Compliance
GroundWater: No
Land Use Acres
TILL GRASS: 0.2
IMPERVIOUS: 0.5
DEVELOPED LAND USE
Basin Basin 5
Flows To Pond 1
GroundWater: No
Land Use Acres
TILL GRASS: 0.4
IMPERVIOUS: 1.5
Basin Offsite D
Flows To Pond 1
GroundWater: No
Land Use Acres
TILL GRASS: 0.2
IMPERVIOUS: 0.5
RCHRES (POND) INFORMATION
Pond Name: Pond 1
Pond Type: Trapezoidal Pond
Pond Flows to : Point of Compliance
Pond Rain / Evap is not activated.
Dimensions
Bottom Length: 85ft.
Bottom Width 20ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Volume at Riser Head: 0.133 acre-ft.
Discharge Structure
Riser Height: 3.4 ft.
Riser Diameter: 18 in.
NotchType Rectangular
Notch Width 0.039 ft.
Notch Height: 1.800 ft.
Orifice 1 Diameter: 3.22 in. Elevation: 0 ft.
Pond Hydraulic Table
Stage(ft) Area(acr) volume(acr-ft) Dschrg(cfs) Infilt(cfs)
15.10 0.039 0.000 0.000 0.000
15.15 0.039 0.002 0.060 0.000
15.20 0.039 0.004 0.085 0.000
15.25 0.039 0.006 0.104 0.000
15.30 0.039 0.008 0.120 0.000
15.34 0.039 0.010 0.135 0.000
15.39 0.039 0.011 0.147 0.000
15.44 0.039 0.013 0.159 0.000
15.49 0.039 0.015 0.170 0.000
15.54 0.039 0.017 0.181 0.000
15.59 0.039 0.019 0.190 0.000
15.64 0.039 0.021 0.200 0.000
15.69 0.039 0.023 0.209 0.000
15.74 0.039 0.025 0.217 0.000
15.78 0.039 0,027 0.225 0.000
15.83 0.039 0.029 0.233 0.000
15.88 0.039 0.031 0.241 0.000
15.93 0.039 0.032 0.248 0.000
15.98 0.039 0.034 0.255 0.000
16.03 0.039 0.031 0.212 0.000
16.08 0.039 0.038 0.269 0.000
16.13 0.039 0.040 0.276 0.000
16.18 0.039 0.042 0.282 0.000
16.22 0.039 0.044 0.289 0.000
16.27 0.03� 0.046 0.295 0.000
16.32 0.039 0.048 0.301 0.000
16.37 0.039 0.050 0.307 0.000
16.42 0.039 0.052 0.313 0.000
16.47 0.039 0.053 0.319 0.000
16.52 0.039 0.055 0.324 0.000
16.57 0.039 0.057 0.330 0.000
16.62 0.039 0.059 0.335 0.000
16.66 0.039 0.061 0.341 0.000
16.71 0.039 0.063 0.346 0.000
16.76 0.039 0.065 0.353 0.000
16.81 0.039 0.067 0.361 0.000
16.86 0.039 0.069 0.369 0.000
16.91 0.039 0.071 0.378 0.000
16.96 0.039 0.073 0.387 0.000
17.01 0.039 0.074 0.397 0.000
17.06 0.039 0.076 0.406 0.000
17.10 0.039 0.078 0.416 0.000
17.15 0.039 0.080 0.426 0.000
17.20 0.039 0.082 0.436 0.000
17.25 0.039 0.084 0.447 0.000
17.30 0.039 0.086 0.457 0.000
17.35 0.039 0.088 0.467 0.000
17.40 0.039 0.090 0.478 0.000
17.45 0.039 0.092 0.488 0.000
17.50 0.039 0.093 0.499 0.000
17.54 0.039 0.095 0.510 0.000
17.59 0.039 0.097 0.520 0.000
17.64 0.039 0.099 0.531 0.000
17.69 0.039 0.101 0.541 0.000
17.74 0.039 0.103 0.553 0.000
17 .79 0.039 0.105 0.565 0.000
17.84 0.039 0.107 0.577 0.000
17 .89 0.039 0.109 0.589 0.000
17.94 0.039 0.111 0. 601 0.000
17 . 98 0.039 0.113 0. 614 0.000
18.03 0.039 0.114 0. 626 0.000
18.08 0.039 0.116 0. 639 0.000
18.13 0.039 0.118 0. 652 0.000
18.18 0.039 0.120 0.665 0.000
18.23 0.039 0.122 0. 678 0.000
18.28 0.039 0.124 0.691 0.000
18.33 0.039 0.126 0.705 0.000
18.38 0.039 0.128 0.718 0.000
18.42 0.039 0.130 0.732 0.000
18.47 0.039 0.132 0.745 0.000
18.52 0.039 0.134 0.803 0.000
18.57 0.039 0.135 1.035 0.000
18 . 62 0.039 0.137 1.369 0.000
18. 67 0.039 0.139 1.779 0.000
18.72 0.039 0.141 2.254 0.000
18.77 0.039 0.143 2.784 0.000
18 .82 0.039 0.145 3.365 0.000
18.86 0.039 0.147 3. 993 0.000
18 . 91 0.039 0.149 4 . 665 0.000
18. 96 0.039 0.151 5.377 0.000
19.01 0.039 0.153 6.127 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period Flow(cfs)
2 year 0.444569
5 year 0.544807
10 year 0. 609986
25 year 0. 691688
50 year 0.752364
100 year 0.813063
Flow Frequency Return Periods for Developed Unmitigated
Return Period Flow(cfs)
2 year 0.53035
5 year 0. 652303
10 year 0.731824
25 year 0.831716
50 year 0.906041
100 year 0. 980501
Flow Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
2 year 0.326513
5 year 0.40749
10 year 0.464234
25 year 0.539605
50 year 0.598504
100 year 0. 659833
Yearly Peaks for Predeveloped and Developed-Mitigated
Year Predeveloped Developed
1949 0.466 0.398
1950 0. 695 0.371
1951 0.464 0.401
1952 0.383 0.280
1953 0.353 0.284
1954 0.426 0.288
1955 0.449 0.414
1956 0.432 0.330
1957 0.505 0.416
1958 0.447 0.310
1959 0.344 0.280
1960 0.436 0.401
1961 0.380 0.287
1962 0.378 0.251
1963 0.373 0.251
1964 0.441 0.312
1965 0.390 0.268
1916 0.392 0.275
1967 0.572 0.373
1968 0. 645 0.329
1969 0.361 0.312
1970 0.391 0.303
1971 0.370 0.297
1972 0.554 0.446
1973 0.357 0.292
1974 0.390 0.264
1975 0.530 0.395
1976 0.360 0.284
1977 0.439 0.274
1978 0.568 0.402
1979 0.560 0.295
1980 0.486 0.367
1981 0.525 0.342
1982 0.717 0.467
1983 0.522 0.392
1984 0.407 0.261
1985 0.374 0.322
1986 0.495 0.472
1987 0.650 0.454
1988 0.310 0.269
1989 0.389 0.241
1990 0.771 0.740
1991 0.717 0. 629
1992 0.402 0.327
1993 0.269 0.232
1994 0.320 0.235
1995 0.406 0.298
1996 0.517 0.458
1997 0.485 0.405
1998 0�497 0.287
Ranked Yearly Peaks for Predeveloped and Developed-Mitigated
Rank Predeveloped Developed
1 0.7171 0. 6289
2 0.7169 0.4717
3 0. 6954 0.4671
4 0. 6503 0.4583
5 0. 6451 0.4538
6 0.5724 0.4457
7 0.5676 0.4164
8 0.5602 0.4142
9 0.5536 0.4046
10 0.5311 0.4019
11 0.5248 0.4011
12 0.5222 0.4009
13 0.5174 0.3977
14 0.5046 0.3948
15 0.4974 0.3918
16 0.4953 0.3734
17 0.4856 0.3707
18 0.4852 0.3670
19 0.4664 0.3417
20 0. 4643 0.3296
21 0.4486 0.3294
22 0. 4469 0.3268
23 0.4407 0.3224
24 0.4387 0.3121
7C� n n�C�G n 1�11a
26 0.4324 0.3096
27 0.4260 0.3025
28 0.4066 0.2980
' 29 0.4057 0.2967
30 0.4021 0.2950
31 0.3917 0.2920
32 0.3908 0.2880
33 0.3904 0.2873
34 0.3898 0.2868
35 0.3891 0.2839
36 0.3830 0.2836
37 0.3804 0.2800
38 0.3776 0.2798
39 0.3738 0.2753
40 0.3731 0.2737
41 0.3705 0.2694
42 0.3610 0.2676
43 0.3604 0.2642
44 0.3574 0.2609
45 0.3528 0.2512
46 0.3440 0.2510
47 0.3204 0.2407
48 0.3099 0.2349
49 0.2695 0.2324
1/2 2 year to 50 year
Flow(CFS) Predev Final Percentage Pass/Fail
0.2223 1184 1177 99.0 Pass
0.2276 1092 1070 97.0 Pass
0.2330 1001 985 98.0 Pass
0.2383 925 888 96.0 Pass
0.2437 852 800 93.0 Pass
0.2491 792 729 92.0 Pass
0.2544 739 658 89.0 Pass
0.2598 686 599 87 .0 Pass
0.2651 641 532 82.0 Pass
0.2705 596 497 83.0 Pass
0.2758 551 462 83.0 Pass
0.2812 509 405 79.0 Pass
0.2865 473 370 78 .0 Pass
0.2919 444 341 76.0 Pass
0.2972 417 298 71.0 Pass
0.3026 388 272 70.0 Pass
0.3080 367 250 68.0 Pass
0.3133 342 220 64 .0 Pass
0.3187 316 194 61.0 Pass
0.3240 285 176 61.0 Pass
0.3294 266 159 59.0 Pass
0.3347 249 142 57 .0 Pass
0.3401 232 128 55.0 Pass
0.3454 220 119 54 .0 Pass
0.3508 206 115 55.0 Pass
0.3561 192 105 54 .0 Pass
0.3615 182 94 51.0 Pass
0.3669 173 89 51.0 Pass
0.3722 159 79 49.0 Pass
0.3776 145 74 51.0 Pass
0.3829 134 68 50.0 Pass
0.3883 126 62 49.0 Pass
0.3936 114 54 47 .0 Pass
0.3990 109 45 41.0 Pass
0.4043 103 37 35.0 Pass
0.4097 95 34 35.0 Pass
0.4150 90 31 34 .0 Pass
0. 4204 85 28 32.0 Pass
0.4257 79 26 32.0 Pass
0. 4311 73 24 32.0 Pass
0.4365 69 21 30.0 Pass
0.4418 62 21 33.0 Pass
0. 4472 59 18 30.0 Pass
0 AG7r- C�7 17 7a n D-
0.4579 53 16 30.0 Pass
0.4632 49 13 26.0 Pass
0.4686 44 11 25.0 Pass
0.4739 42 9 21.0 Pass
0.4793 39 9 23.0 Pass
0.4846 39 8 20.0 Pass
0.4900 36 7 19.0 Pass
0.4954 33 7 21.0 Pass
0.5007 31 7 22.0 Pass
0.5061 29 7 24.0 Pass
0.5114 29 7 24.0 Pass
0.5168 29 7 24.0 Pass
0.5221 28 7 25.0 Pass
0.5275 25 7 28.0 Pass
0.5328 24 7 29.0 Pass
0.5382 24 7 29.0 Pass'
0.5435 21 7 33.0 Pass
0.5489 21 7 33.0 Pass
0.5543 18 7 38.0 Pass
0.5596 17 7 41.0 Pass
0.5650 15 7 46.0 Pass
0.5703 13 6 46.0 Pass
0.5757 12 6 50.0 Pass
0.5810 12 6 50.0 Pass
0.5864 12 6 50.0 Pass
0.5917 12 6 50.0 Pass
0.5971 12 6 50.0 Pass
0.6024 12 5 41.0 Pass
0.6078 12 5 41.0 Pass
0.6132 11 5 45.0 Pass
0.6185 11 5 45.0 Pass
0.6239 10 5 50.0 Pass
0.6292 10 4 40.0 Pass
0.6346 10 3 30.0 Pass
0.6399 9 3 33.0 Pass
0.6453 9 3 33.0 Pass
0.6506 8 2 25.0 Pass
0. 6560 7 2 28.0 Pass
0.6613 7 2 28.0 Pass
0.6667 7 2 28.0 Pass
0.6720 7 2 28.0 Pass
0.6774. 7 2 28.0 Pass
0.6828 5 2 40.0 . Pass
0.6881 5 2 40.0 Pass
0.6935 5 2 40.0 Pass
0.6988 4 2 50.0 Pass
0.7042 3 2 66.0 Pass
0.7095 3 2 66.0 Pass
0.7149 3 1 33.0 Pass
0.7202 1 1 100.0 Pass
0.7256 1 1 100.0 Pass
0.7309 1 1 100.0 Pass
0.7363 1 1 100.0 Pass
' 0.7417 1 0 .0 Pass
0.7470 1 0 .0 Pass
0.7524 1 0 .0 Pass
Water Quality BMP Flow and Volume.
On-line facility volume: 0.259 acre-feet
On-line facility target flow: 0.28 cfs.
Adjusted for 15 min: 0.31 cfs.
Off-line facility target flow: 0.16 cfs.
Adjusted for 15 min: 0.17 cfs.
program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding
the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State
Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the
Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages
for loss of business profits, loss of business information, business interruption, and the like) arising out of the
user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of
Ecology has been advised of the possibility of such damages.
YEAR .FLDW ? 1QA
1t70 -.5604
25 .4780
Yearly Peaks for Predeveloped Flow Frequency Chart
YEAR FLOW
100 - — 0.52
Y Developed at Facilit7
50i.7277
;6728
's I 0.43
a 0.34law
TT
r w
-, 4IlE•1 1 10
� a
Yearly Peaks for developed W/O Pond Duration Graph
YEAR I,FLOW
100 JAM
ryry�i! .'147:�44�0n9�
� d �
i
1,
t � �
f.
Yearly Peaks for Developed W/Pond
AppendixA-6
BASIN 6
Perteet Engineering
Incorporated
WESTERN WASHINGTON HYDROLOGY MODEL V2
PROJECT REPORT
Project Name: strander6
Site Address:
City Renton
Report Date 6/25/2004
Gage Seatac
Data Start 1948
Data End 1998
Precip Scale: 1.00
PREDEVELOPED LAND USE
Basin Basin 1
Flows To Point of Compliance
Groundwater: No
Land Use Acres
TILL FOREST: 0.4
IMPERVIOUS: 0.7
DEVELOPED LAND USE
Basin Basin 1
Flows To Pond 1
Groundwater: No
Land Use Acres
TILL GRASS: 0.1
IMPERVIOUS: 0.5
Basin Basin 1
Flows To Point of Compliance
Groundwater: No
' Land Use Acres
TILL GRASS: 0.1
IMPERVIOUS: 0.4
' RCHRES (POND) INFORMATION
Pond Name: Pond 1
Pond Type: Trapezoidal Pond
Pond Flows to : Point of Compliance
Pond Rain / Evap is not activated.
Dimensions
Depth: 3.8ft.
Bottom Length: 75ft.
Bottom Width 20ft.
Side slope 1: 0 To 1
Side slope 2: 0 To 1
Side slope 3: 0 To 1
Side slope 4: 0 To 1
Volume at Riser Head: 0.096 acre-ft.
Discharge Structure
Riser Height: 2.8 ft.
Riser Diameter: 18 in.
NotchType Rectangular
Notch Width : 0.028 ft.
Notch Height: 1.245 ft.
Orifice 1 Diameter: 1.659 in. Elevation: 0 ft.
Pond Hydraulic Table
Stage(ft) Area(acr) yolume(acr-ft) Dschrg(cfs) Infllt(cf-s)
15.10 0.034 0.000 0.000 0.000
15.14 0.034 0.001 0.015 0.000
15.18 0.034 0.003 0.021 0.000
15.23 0.034 0.004 0.026 0.000
15.27 0.034 0.006 0.030 0.000
15.31 0.034 0.007 0.033 0.000
15.35 0.034 0.009 0.036 0.000
15.40 0.034 0.010 0.039 0.000
15.44 0.034 0.012 0.042 0.000
15.48 0.034 0.013 0.045 0.000
15.52 0.034 0.015 0.047 0.000
15.56 0.034 0.016 0.049 0.000
15.61 0.034 0.017 0.051 0.000
15.65 0.034 0.019 0.054 0.000
15.69 0.034 0.020 0.056 0.000
15.73 0.034 0.022 0.058 0.000
15.78 0.034 0.023 0.059 0.000
15.82 0.034 0.025 0.061 0.000
15.86 0.034 0.026 0.063 0.000
15.90 0.034 0.028 0.065 0.000
15. 94 0.034 0.029 0.066 0.000
15.91 0.034 0.031 0.061 0.000
16.03 0.034 0.032 0.070 0.000
16.07 0.034 0.033 0.071 0.000
16.11 0.034 0.035 0.073 0.000
16.16 0.034 0.036 0.074 0.000
16.20 0.034 0.038 0.076 0.000
16.24 0.034 0.039 0.077 0.000
16.28 0.034 0.041 0.079 0.000
16.32 0.034 0.042 0.080 0.000
16.37 0.034 0.044 0.081 0.000
16.41 0.034 0.045 0.083 0.000
16.45 0.034 0.047 0.084 0.000
' 16.49 0.034 0.048 0.085 0.000
16.54 0.034 0.049 0.087 0.000
16.58 0.034 0.051 0.088 0.000
16.62 0.034 0.052 0.089 0.000
16. 66 0.034 0.054 0.090 0.000
16.70 0.034 0.055 0.093 0.000
16.75 0.034 0.057 0.095 0.000
16.79 0.034 0.058 0.098 0.000
16.83 0.034 0.060 0.102 0.000
16.87 0.034 0.061 0.105 0.000
16. 92 0.034 0.063 0.109 0.000
16.96 0.034 0.064 0.113 0.000
' 17.00 0.034 0.065 0.117 0.000
17.04 0.034 0.067 0.121 0.0.00
17.08 0.034 0.068 0.126 0.000
17.13 0.034 0.070 0.130 0.000
17.17 0.034 0.071 0.135 0.000
17.21 0.034 0.073 0.139 0.000
17.25 0.034 0.074 0.144 0.000
17.30 0.034 0.076 0.149 0.000
17.34 0.034 0.077 0.154 0.000
17.38 0.034 0.079 0.158 0.000
17.42 0.034 0.080 0.163 0.000
17.46 0.034 0.081 0.168 0.000
17.51 0.034 0.083 0.173 0.000
17.55 0.034 0.084 0.178 0.000
17.59 0.034 0.086 0.183 0.000
17. 63 0.034 0.087 0.188 0.000
17.68 0.034 0.089 0.193 0.000
17.72 0.034 0.090 0.199 0.000
17 .76 0.034 0.092 0.205 0.000
17.80 0.034 0.093 0.210 0.000
17.84 0.034 0.095 0.217 0.000
' 17.89 0.034 0.096 0.223 0.000
17.93 0.034 0.097 0.297 0.000
17. 97 0.034 0.099 0.503 0.000
18.01 0.034 0.100 0.784 0.000
' 18.06 0.034 0.102 1. 124 0.000
18. 10 0.034 0.103 1.514 0.000
18.14 0.034 0.105 1. 947 0.000
18.18 0.034 0.106 2.421 0.000
18.22 0.034 0.108 2. 931 0.000
18.27 0.034 0.109 3.476 0.000
18.31 0.034 0.110 4 .053 0.000
18.35 0.034 0.112 4 . 660 0.001
18.39 0.034 0.113 5.297 0.000
18.44 0.034 0.115 5. 961 0.000
18.48 0.034 0.116 6. 652 0.000
18.52 0.034 0.118 7.369 0.000
18.56 0.034 0.119 8. 111 0.000
18.60 0.034 0.121 8.876 0.000
18. 65 0.034 0.122 9. 665 0.000
' 18. 69 0.034 0.124 10.48 0.000
18.73 0.034 0.125 11.31 0.000
18.77 0.034 0.126 12.16 0.000
18.82 0.034 0.128 13.04 0.000
18.86 0.034 0.129 13. 94 0.000
18. 90 0.034 0.131 14. 85 0.000
ANALYSIS RESULTS
Flow Frequency Return Periods for Predeveloped
Return Period Flow(cfs)
2 year 0.180368
5 year 0.220282
10 year 0.246168
25 year 0.27855
50 year 0.302557
100 year 0.32654
Flow Frequency Return Periods for Developed Unmitigated
Return Period Flow(cfs)
2 year 0.235072
5 year 0.288226
10 year 0.322802
25 year 0.366157
50 year 0.398363
100 year 0.430588
' Flow Frequency Return Periods for Developed Mitigated
Return Period Flow(cfs)
2 year 0.151594
5 year 0.182638
10 year 0.202563
25 year 0.227289
50 year 0.245492
100 year 0.26358
Yearly Peaks for Predeveloped and Developed-Mitigated
Year Predeveloped Developed
1949 0.190 0. 165
1950 0.278 0.212
1951 0.188 0.165
1952 0.156 0. 132
1953 0.144 0.123
1954 0.173 0.138
1955 0.182 0.164
1956 0.175 0.153
1957 0.204 0.180
' 1958 0.181 0.142
1959 0.140 0.131
1960 0.176 0.168
1961 0.154 0.128
' 1962 0.153 0.124
1963 0.151 0.121
1964 0.179 0.150
1165 0.158 0.128
1966 0.159 0.139
1967 0.230 0.187
1968 0.260 0.198
1969 .0.147 0.138
1970 0.159 0.144
1971 0.150 0.131
1972 0.223 0.192
1973 0.146 0.128
1974 0.157 0.127
1975 0.214 0.191
1976 0.147 0.133
1977 0.179 0.141
1978 0.232 0.193
1979 0.229 0.154
1980 0.196 0.160
1981 0.211 0.177
1982 0.287 0.238
1983 0.212 0.171
1984 0.165 0.127
' 1985 0.152 0.141
1986 0.201 0.191
1987 0.265 0.192
1988 0.128 0.113
1989 0.160 0.109
1990 0.309 0.249
1991 0.288 0.241
1992 0.163 0.143
1993 0.110 0.102
1994 0.131 0.108
1995 0.164 0.137
1996 0.210 0.194
1997 0.197 0.169
1998 0.200 0.150
' Ranked Yearly Peaks for Predeveloped and Developed-Mitigated
Rank Predeveloped Developed
1 0.2885 0.2412
2 0.2868 0.2384
3 0.2776 0.2116
4 0.2651 0.1985
5 0.2603 0.1944
6 0.2319 0.1927
7 0.2302 0.1925
8 0.2291 0.1919
9 0.2231 0.1914
10 0.2144 0.1910
11 0.2123 0.1874
12 0.2112 0.1802
13 0.2100 0.1775
14 0.2041 0.1715
15 0.2013 0.1686
16 0.1998 0.1680
17 0.1968 0.1654
' 18 0.1958 0.1647
19 0.1897 0.1637
20 0.1882 0.1602
21 0.1817 0.1541
22 0.1809 0.1534
23 0.1791 0.1504
7A n 1-7On n 1A00
25 0.1764 0.1442
26 0.1754 0.1433
27 0.1728 0.1423
' 28 0.1649 0.1414
29 0.1645 0.1405
30 0.1632 0.1389
31 0.1602 0.1384
' 32 0.1593 0.1382
33 0.1587 0.1372
34 0.1585 0.1333
35 0.1572 0.1319
36 0.1562 0.1314
37 0.1545 0.1305
38 0.1531 0.1281
39 0.1120 0.1277
40 0.1512 0.1275
41 0.1503 0.1271
42 0.1471 0.1267
43 0.1466 0.1244
44 0.1458 0.1234
45 0.1436 0.1215
46 0.1399 0.1131
' 47 0.1311 0.1090
48 0.1276 0.1075
49 0.1098 0.1025
1/2 2 year to 50 year
Flow(CFS) Predev Final Percentage Pass/Fail
0.0902 1228 1225 99.0 Pass
' 0.0923 1127 1127 100.0 Pass
0.0945 1044 1036 99.0 Pass
0.0966 965 955 98.0 Pass
0.0988 901 871 96.0 Pass
0.1009 839 785 93.0 Pass
0.1031 760 699 91.0 Pass
0.1052 703 656 93.0 Pass
0.1073 .669 605 90.0 Pass
0.1095 626 548 87.0 Pass
0.1116 582 504 86.0 Pass
0.1138 543 465 85.0 Pass
0.1159 507 438 86.0 Pass
0.1181 459 390 84 .0. Pass
0.1202 437 361 82.0 Pass
0.1224 408 332 81.0 Pass
1 0.1245 379 306 80.0 Pass
0.1267 363 278 76.0 Pass
0.1288 342 259 75.0 Pass
0.1309 319 238 74 .0 Pass
0.1331 284 211 74.0 Pass
0.1352 259 195 75.0 Pass
0.1374 245 181 73.0 Pass
0.1395 231 167 72.0 Pass
' 0.1417 218 158 72.0 Pass
0.1438 206 147 71.0 Pass
0.1460 194 137 70.0 Pass
0.1481 181 120 66.0 Pass
0.1502 170 109 64.0 Pass
0.1524 153 93 60.0 Pass
0.1545 143 86 60.0 Pass
0.1567 133 75 56.0 Pass
0.1588 125 66 52.0 Pass
0.1610 116 58 50.0 Pass
0.1631 105 56 53.0 Pass
0.1653 99 52 52.0 Pass
' 0.1674 95 45 47.0 Pass
0.1696 90 41 45.0 Pass
0.1717 83 38 45.0 Pass
0.1738 77 35 45.0 Pass
0.1760 72 35 48.0 Pass
0.1781 68 31 45.0 Pass
n 1 of)I F1 1)0 nC; n D-
0.1824 57 27 47.0 Pass
0.1846 56 25 44.0 Pass
0.1867 53 24 45.0 Pass
' 0.1889 50 22 44.0 Pass
0.1910 43 20 46.0 Pass
0.1932 41 15 36.0 Pass
0.1953 39 13 33.0 Pass
' 0.1974 37 13 35.0 Pass
0.1996 37 11 29.0 Pass
0.2017 33 11 33.0 Pass
0.2039 31 11 35.0 Pass
0.2060 29 11 37.0 Pass
0.2082 29 10 34.0 Pass
0.2103 28 9 32.0 Pass
0.2125 27 8 29.0 Pass
0.2146 26 8 30.0 Pass-
0.2167 24 8 33.0 Pass
0.2189 23 8 34.0 Pass
0.2210 21 8 38.0 Pass
0.2232 19 8 42.0 Pass
0.2253 17 7 41.0 Pass
0.2275 16 7 43.0 Pass
0.2296 15 7 46.0 Pass
0.2318 13 7 53.0 Pass
0.2339 12 7 58.0 Pass
0.2361 12 7 58.0 Pass
0.2382 12 6 50.0 Pass
0.2403 12 5 41.0 Pass
0.2425 12 4 33.0 Pass
0.2446 12 3 25.0 Pass
0.2468 12 3 25.0 Pass
0.2489 11 1 9.0 Pass
0.2511 11 0 .0 Pass
0.2532 11 0 .0 Pass
0.2554 10 0 .0 Pass
0.2575 10 0 .0 Pass
0.2597 9 0 .0 Pass
0.2618 8 0 .0 Pass
' 0.2639 8 0 .0 Pass
0.2661 7 0 .0 Pass
0.2682 7 0 .0 Pass
0.2704 7 0 .0 Pass
0.2725 7 0 .0 Pass
0.2747 6 0 .0 Pass
0.2768 5 0 .0 Pass
0.2790 4 0 .0 Pass
0.2811 4 0 .0 Pass
0.2833 3 0 .0 Pass
0.2854 3 0 .0 Pass
0.2875 2 0 .0 Pass
0.2897 1 0 .0 Pass
0.2918 1 0 .0 Pass
0.2940 1 0 .0 Pass
' 0.2961 1 0 .0 Pass
0.2983 1 0 .0 Pass
0.3004 1 0 .0 Pass
0.3026 1 0 .0 Pass
Water Quality BMP Flow and Volume.
on-line facility volume: 0.113 acre-feet
on-line facility target flow: 0.12 cfs.
Adjusted for 15 min: 0.14 cfs.
off-line facility target flow: 0.07 cfs.
Adjusted for 15 min: 0.08 cfs.
program and accompanying documentation as provided 'as-is' without warranty of any kind. The entire risk regarding
the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington State
Department of Ecology disclaims all warranties, either expressed or implied, including but not limited to implied
warranties of program and accompanying documentation. In no event shall AQUA TERRA Consultants and/or the
Washington State Department of Ecology be liable for any damages whatsoever (including without limitation to damages
for loss of business profits, loss of business information, business interruption, and the like) arising out of the
' user of, or inability to use this program even if AQUA TERRA Consultants or the Washington State Department of
Ecology has been advised of the possibility of such damages.
YEAR JLOtV ) 1010
10 5575
5
xwrr� x ` 0 Predeueloped
x Oejeloped Hiitigated
337E
S > ,
k �
k% I�
Yearly Peaks for Predeveloped Flow Frequency Chart
YEAR 'FLOW W
10(1!.8909 0.57'' ---- g�rede�elopezl
50 x Davelopeuui Fadlfil
IT
0.47
25
0 .6703 t. 0.37
5 .5993
r9CC1�11� .. �
Yearly Peaks for developed W/O Pond Duration Graph
-MMM' FLOW )
100 .5587
Yearly Peaks for Developed W/Pond
1
1
1
i
1
Appendix B
r BASIN MAPS
1
r B.1 EXISTING BASIN MAPS
B.2 PROPOSED BASIN MAPS
r
r
r
r
r
r
r
Perteet Engineering
' Incorporated
r
1
1
1
1
I
1
Appendix B-1
EXISTING BASIN MAPS
1
1
1
1
1
1
1
1
Perteet Engineering
Incorporated
1
1
i
9�I Lj
4 r
/ B VD o ( a
sTRANDER
/
2-.RENT N
�. ...............
BASIN NAME AREA ..
' LEGEND tsoa .. AHAI`
WEST VALLEY HIGHWAY 0.55 AC Strander Boulevard
WETLANDS FIGURE #X.1
o � RAILROAD WEST 0.18 AC
CONTRIBUTING OFFSITE BASINS E-Aisting
Basin Map
RAILROAD EAST 0.87 AC
Perteet SCALE SHEET FLOW OR FLOW PATH
a En ineerin Inc. SD PIPE
g g' — - FLOW CHANNEL
z707 Colby Avenue•suite 900 • Everett, WA 98201 • (425) 252-7700 100 50 0 FEET 100
200
''
1
a�
, j
1� I� 1 I
I
,) /
a
lo
lo
a�
{V /
i
w
tc�s
�4 ~` RENTON
e �y.• ;or
BASIN NAME AREA LEGEND Strander Boulevard
BOEING BASIN 2.89 AC WETLANDS FIGURE #X.2
FTCONTRIBUTING OFFSITE BASINS
Perteet SCALE Existing Basin Map
�
E SHEET FLOW OR FLOW PATH
Engineering, Inc. _
i—: SD PIPE
2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 160 56 6 FEET 100 200 — —--►► FLOW CHANNEL
� 1
I� 1
� 1
r
EXISTING
a STORMWATER
FACILITY
\f i p
�-
�° o 1 ..,,
' 7T-H S _
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m /.li JiL Jlt .li 11L AIL w �
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C'1
" JIB J4_ JY_ JV_ JY_ JIL JIt JIL
m 1'._ 11!_ _lll_ ili 11L JIL AIL 11L .1� .I� =
� aY/� -a}1!(F all{(F �altl� �111(F -iL{(4 �allll� a.MYE a}li/4 -i11{(4
1 N • ,,,,,. � � -mac- -i1�SfC- -il!!/F al!!!� -iL!!4 -�:
-'L A
m" .i4 .iL -LU- ,iL -LLL -1.LL
ti
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wqS�1
r
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BASIN NAME AREA
'e
LEGEND ''''t••.�' oa�<�- A H�.,.a � My
OAKSDALE NORTH BASIN 0.80 AC WETLANDS Strander Boulevard
Ft
OAKSDALE SOUTH BASIN 0.80 AC FIGURE #X.3
SCALE � CONTRIBUTING OFFSITE BASINS Existing
Basin Map
Perteet �� SHEET FLOW OR FLOW PATH
'E _ Engineering, Inc. bo
SD PIPE
— -—► FLOW CHANNEL
2707 Colby Avenue•Suite 9o0 • Everett, RA 98201 • (425) 252-7700 100 50 FEET 100
200
11
1
I
. II
1 1 I
1 I �
1 � w
IEXISTING o
_W a STORMWATER
i FACILITY
1 U')
0
}:
OUTFALL TO �-
CREEK W
0 0 0 00 —
27W Sr.
77
'i sy il!!1E -!.-AUL� -11LJE 3WL� illy i� .��i, o. �lll� i1111� -�S1llE
y JAL AL Jll JY_ JIL Jl'_� AL 7 /�
p3� �u/fE- •\
V �
-IL JL
m V
JV_
1� -
1
YRENrTON
-.
=� a rsoa
Ij OF iHt' C('KVE
BASIN NAME AREA Strander Boulevard
LEGEND
F
SPRINGBROOK CREEK BASIN 4.86 AC TOTAL FIGURE #X.4
_ WETLANDS .
SCALE Existing Basin Map
IE r'I Perteet CONTRIBUTING OFFSITE BASINS
E11g111CCr1Ilg, Inc. SHEET FLOW OR FLOW PATH
2707 Colby Avenue•Suite 9o0 • Everett, WA 98201 9 (425) 252-7700 100 50 0 FEET 100 200 — s SD PIPE
1= -- -�► FLOW CHANNEL
O ;
w [Tl * t
O
v
o Q
OUTFALL TO
CREEK
3 !
�k \III. -kw" i;° l Jsv i_.c -.m: O - (4 -1wl, alw& /IV
16
e 27TH S N
W
Zn
w 901
Z !
3 I/
,F
1
41
� ° i0': .•' ZIP°i
y; R E�N �TO N
BASIN NAME AREA LEGEND Strander Boulevard
SPRINGBROOK CREEK BASIN 4.86 AC TOTAL WETLANDS FIGURE #X.5
- Existing Basin Map
CONTRIBUTING OFFSITE BASINS
1E '� Perteet SCALE
Engineering, Inc. , SHEET FLOW OR FLOW PATH
b-SD PIPE
2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 00 JO O FEET 1 00 200 - --� FLOW CHANNEL
w
w
w
W
w
Z
W =J =
3 w
i w
wh
5 � O
mg
bpp �
of
E lip 1
N I I 1
'`�J�wILA, h,�Sy1'f
8 I� 7Sf '��v
z R E N T 0 N
' BASIN NAME AREA '�",;, r9oa AHEAD}OF i frr(:t nvE
,,U11 -
N LIND AVENUE BASIN 1.84 AC LEGEND
Strander Boulevard
WETLANDS FIGURE #X.6
F EAST VALLEY HIGHWAY BASIN 1.14 AC ��
w SCALE
CONTRIBUTING OFFSITE BASINS Existing Basin Map
'w w— Perteet SHEET FLOW OR FLOW PATH
Engineering, Inc. b• SD PIPE
2707 Colby Avenue•Suite 900 • Everett, AA 98201 • (425) 252-7700 �00 50 0 FEET
100 200 — -—10- FLOW CHANNEL
i
/I
I �JI m
w
w IW
IZ J
' J 2
Q
� W
LLJ
' 1 -cam^..��c�Ccf�• "��ra►.�tww�� -_"-_-"'_..._'_. ------------
ivy
17� �� I
37 836 SF
23,747 Sr
I �
f
;3ir�c.n►w 1r
I
4
LEGEND
'm ASPHALT (PGIS)
CONCRETE (NPGIS) : 1W"^
'@ GRAVEL 7a 0ER E�N �TO N
IGRASS y+�'`' *.,,soa AHEAD OF THE CURVE
Strander Boulevard
FIGURE #X.1
SCALE Existing Landcover
�15FE
* , Perteet
Engineering, Inc. Map
' 2707 Colby Avenue 9 Suite 900 • Everett, RA 98201 • (425) 252-7700 50 25 6 50 00
` FEET
1
1 � w
w Q
,Pb •t
W
U
1 w z W ?
z_ �
LLI
� Li
i W 1 � -- W
1259764 SF
x
I=
m
g
1�E
m
LE EN
1 SPHALT (PGIS)
N T o N
CONCRETE (NPGIS)
.:=
'+L r908 �r AHEAD OF THE CURVE
1 @ GRAVEL
Strander Boulevard
ry GRASS
to FIGURE #X.2
ExistingLandcover
Perteet SCALE
1E En
gineering, Inc. Map
$ 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (4z5) 252-7700 50 25 0 FEET
50 100
1
_ - I
1 �\
1 h
1 w \ \
U
1 w Z
z
= Q
La
IXQ �
mow
it
g (n
I MATCH LINE 'E'
SEE MATCH LINE 'F'
LEGEND .............waslot
175ASPHALT (PGIS) ��;: 2• RENT N
. o
CONCRETE (NPGIS) ''y>, ..908 .. AHEAD OF THE CURVE
_= GRAVEL Strander Boulevard
F FIGURE #X.3
GRASS
Landcover- SCALE Existing
Perteet
Im Engineering, Inc.
PILM FE
Map
12707 Colby Avenue*Suite 900 •Everett, AA 98201 • (425) 252-7700 50 25 0 50 100
` FEET
' MATCH LINE 'F'
SEE MATCH LINE 'E'
W
/ ► 1 z
\`. J =
U
1zooe
56.361 SF
X
�aa
E
h
S ft
LEGEND
Hai �1//E
ASPHALT (PGIS) �,��;,. 'z� R E N �TO N
`. -
CONCRETE (NPGIS) ''•�19p8 `� AHEAD OF THE CURVE
ry Strander Boulevard
GRAVEL
FIGURE #X.4
GRASS
ExistingLandcover
Perteet SCALE
Engineering, Inc.
Map
2707 Colby Avenue•Suite 900 9 Everett, RA 98201 • (425) 252-7700 50 25 0 FEET 50 100
w
w
w
w W
' W ?
Z -�
' J =
LLJ
2 �
H �
' w Q
w
_ Uj �I W
�I
LU
- -- - - ------ __--- - -
F- �k3, 143 S
X. W
LU
E
h
E
LEGEND �""`" k.
r
Off; Zrri
(�
L-� ASPHALT (PGIS) R E N
�TO N
� CONCRETE (NPGIS) E,,u;OF THE LttvE
ry _ GRAVEL Strander Boulevard
0 GRASS FIGURE #X.5
Perteet SCALE Existing Landcover
Engineering, Inc.
Map
2707 Colby Avenue•Suite 900 9 Everett, WA 98201 0 (425) 252-7700 50 25 6 FEET 50 100
1 =
w
1 � w
_Z
LLI Z J
�w
1
w
U Y W
1 � z
W J
W Z_
1 V)
UR
1 Q �
:2 W
LLJ
1 _
� 1 4 JJu
IE
f
LEGEND
1 C� ASPHALT (PGIS) R E N�TO�N�
CONCRETE (NPGIS) �''�� sos�„�' AiLAllOFTHECUR:VF.
GRAVEL Strander Boulevard
GRASS FIGURE #X.6
Perteet SCALE Existing Landcover
- Engineering, Inc.
Map
2707 Colby Avenue 0 Suite 900 • Everett. WA 98201 • (425) 252-7700 50 25 6 FEET 50 100
w
' � w
w
w w
J w
w W
' W J Z
Z T W .__I
J 2
H � Q
W Q
W � W
' Zn W
N
3
E
E
LEGEND
S All •` y�,F
C� ASPHALT (PGIS) aQI �1E
�W.. RENTON
= 0 ...... z:
6
CONCRETE (NPGIS) �+''�`' sos <`I AHEAD OF THE CURVE
0
GRAVEL Strander Boulevard
0 GRASS FIGURE #X.7
Perteet SCALE
Existing Landcover
Engineering, Inc.
Map
2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 50 25 �00
FEET 50
1
1 w
w
w w
w O
Z w W
1 w w
W Z W J
Z J Z
1 J =
A n�7 F
a.
i -------
NEW
0
LEGEND
'G"? RE N�TO N
= ASPHALT (PGIS)
CONCRETE (NPGIS)
Strander Boulevard
h GRAVEL
FIGURE #X.8
GRASS gLandcoverExistin Perteet SCALE
Engineering, Inc.
Map
2707 Colby Avenue•Suite 900 • Everett, ❑A 98201 • (425) 252-7700 50 25 0 FEET 50 100
r
1
I
1 w
O
w
w
1 aw LLJ
J =
i
w
1 (n
------------r- -_.-
/ � I J• ]3
f
1 �F 8��,�`�3"7 49J7'7 SF
'it 4
F r
V
1 I E
8 JYJILA,
' RENTON
LEGEND -
��� �soa - AHi AD i it "FHA-Ci�iR 1L
ASPHALT (PGIS) Strander Boulevard
CONCRETE (NPGIS) FIGURE #X.8
Perte SCALE - GRAVEL
et Existing Landcover
Engineering, Inc. 0 GRASS
NNNMap
2707 Colby Avenue•Suite 900 • Everett, NA 98201 • (425) 252-7700 50 25 0 FEET 50 100
Appendix B-2
PROPOSED BASIN MAPS
' Perteet Engineering
CIncorporated
' . 29. zv:� 2LE 7 24. W� 22,
27.9 '
). 29.1 .7 = o
' 4
22.9 =
� 30. 0,1
- 29.4 25.
9 5 a4 p
�.
30. -- Q 23.1
J. 2 �.6
' STRANDE BL 232
41
MHM
2 = 28.4 = 27.1 25.7' ;_ 25, = 23,2
' 2 .4 30. 30.0 28. 1 27,6 3,5 3.1 23.3 22, 23.0 22.9
3 269 23,3 2E 9 9 28.6 23.1 22.4
23,= f 46 =
' 2 z 29.9 27.8 6.8 .7
29.8 7 22,0
23,2 o
21.8
2 ,4
25. 6.5 24,1 23,8
i ,4 = 300 3.9 28,1 27,5 27.4 5,0
'29 28.6 27.5 27.8= _ } '8 2 = 23.6 = 23.2
= 28,3 3 ,7 V 8 24.4
0 ,6 28,1 25,0
E 28, 5 6.8 ' 27.1 =. 26 3 •7 2 •9
= 2 = 25.2 23.9
' 2 J
28.7 5.8 3.7
2 • 3 25,1
,9 2 ,3 28,3 - 2 .9 = 24, 3 ,6 24.9 25.9
3 26.6
'LL _ 26.7
_- A3, _yam
E
6.1
28,1 92 24.9
4.) _ 25.6
' 1 2 ',1 .5 4.5 24,3
28.1
7 23.8 27.0 25.0 24.8
29.2 9 2 4,' �5.1 2 .6 I 2 4.8 26.7
2 .8
2 3 W_
_ o R E N T o N
BASIN NAME AREA LEGEND •�'` '2.
i- FHE( 'RVE
' BASIN #1 2.63 AC ,y_ WETLANDS
3 Strander Boulevard
5` F771 OFFSITE BASINS FIGURE #X.1
10 .I = _W W
SURFACE FLOW
SCALEDeveloped Basin
tEPerteet
p En ineerin Inc
- g g� . Map
2707 Colby Avenue•Suite 900 • Everett, WA 98201 (425) 252-7700 160 rJo 6 00 200
,m FEET
v
0 23.1
r o
32 23,1
23.1 23,3 �2.4 22• 2 0,
h+-1 21.9
22.2 20.5
22, 1
22,9 «
n, 7 20,4 d
-{l 22.2 • ,
-- 9
22.0 4
0
21.8
5 i
2 20 2 .8
3.6 23.2
20 , 2
23.9 DO
3.7 Eil
20 2
24.9
\
25.9
' 20. 2
26,4 20.4
26.1
' 5 2 ,7
24.3 25.1 «
0
25.1 20.4
X
LL Y I O }
O
24.3 24• 22.0
22.6
27.3' 24.8 23.8
3 x 24.4 24.5 1 5
28,1
5.7 1 .�ttttg.gs. 17,
R
�J.• :9s V
27.3 21.9 210 'W" -� 4LUU& \m,
' 27.0 20,8 1 1 '� L5,1 Sw' p d
22.6 23.4 ,
RENTON
,g ?P ��x*wi g` Ali-HA1) -1r: 1 v
g
BASIN NAME AREA LEGEND Strander Boulevard
' BASIN #2 3.48 AC WETLANDS FIGURE #X.2
E �-- Perteet
SCALE F771 OFFSITE BASINS Developed Basin
Engineering, Inc. SURFACE FLOW Map
'a 2707 Colby Avenue•Spite 900 Everett, WA 98201 • (425) 252-7700 160 5'0 0 100 200
m FEET
1.1 � cV,J
` U
2
8 ,4
9 20.7 1 ,6
0.4 1S 4
' S 0,8
20.0
20,
^ 2
2
2 ; Q x20
, 2
� 1,4 0 1 4
1 ,4
' 20, 20,6 1
2 A 19.6 19,7
20,' 17.9L 2).2 1 9 pp�o � 17.1 16.9 O
\ ` 20,8 14
0. 20.0 044
yy a 21.6 21,1 18.4
.�
o
o _
1
:2Ci.Q 0.6 21.1
' 27= ST. ''0 c 21.0
2 20,4
..V L
-- ti
All
4.9 auuF 17.8
17.2 y 12.4° ft.4,, 15.3
��urF �
17,5 1 13,7 13.7 13,7 13.7 13,7 12.4
1 14, 13.7
EXISTING
13.7 12.4 12.4 3O'WX10't H
LL 14.2 BOX CUL T
51 13,7 6.5
4 13.7 TO RE_M
g
14.2 13.7 13.7 1 ,7 16.7
12.4 12,4 14.
' 14.4
13.7 12.4
12.4
'0 14,4 13.7 x 13.7 ^
° 3.7 7,7 .
S 14.4 L- 7 13. - �11LA,
c. .............;Rs'4
a 13,7 se , N
13,7 13.7 13J ti RE N T 0 N
A. yli f OF t i i t i
N BASIN NAME AREA LEGEND
g Strander Boulevard
BASIN #3 2.67 AC --- WETLANDS
FIGURE #X.3
OFFSITE BASINS
�� SCALE
Developed Basin.
1E � Perteet m+ SURFACE FLOW
E
Engineering, Inc. Map
2707 Colby Avenue.Suite 900 < Everett, WA 98201 (425) 252-7700 1 00 50 0 100 200
' FEET
22.1 ,
' 2
20.6
1 4
12,3 6' 6.9 * 18.
y o
W 4
Lr—
_�j
%19.7 lip
19,6 1 w i 21.5
9
X O
0 � Y
d
e 3
2.2
t /
em a1" -
c 20.4
27
15.3 cT$�S
12,4
EXISTING
12.4 3 0'Wx 10'f H �� �Q- �� 4\-U-1L- 7 x
BOX CULY T
TO REM 18.3
4 •
14,
1 0
i
12.4 12.8 x
' I e�
12.4
• 1 6
ci
8 12,4
s LEGEND BASIN NAME AREA 'LpYti
75
RENTON
a :1�WETLANDS � BASIN #4 2.23 AC
OFFSITE BASINS AHEAD F i HE(A;R'
N
ry SURFACE FLOW Strander Boulevard
FIGURE #X.4
SCALE Developed Basin
'E � Perteet
Engineering, Inc. Map
2707 Colby Avenue•Suite 900 • Everett, CIA 98201 (425) 252-7700 100 50 FEET 100 200
16.8
0 21.8
' o 20.2
o � 17.5
qq1
19.2 a s
' 19.0
20.1 17.2
3 18.2 f:1
0.0 3
31.7
.... a .
i
7 1 7 92
18,7
18,3 21.3 18.5 '
x
! x
O
! O'
i0 17.3
I
e 7
LL
E o 0
m 17,4 �
b.2p ! i
a �J�Y.11LA,.K'gsy4
9 °k
' y l
LEGEND BASIN NAME AREA
iy RENToN
WETLANDS �� BASIN #5 1.85 AC 'ltin'+�............... .
AHEAP- OF
'a OFFSITE BASINS
BASIN #6 1.13 AC Strander Boulevard
SURFACE FLOW FIGURE #X.5
i9
E Developed BasinPerteet SCALE
'a Engineering,g g, Inc. Map
2707 Colby Avenue•Suite 900 p Everett, WA 98201 . (425) 252-7700 160 50 6 160 200
' FEET
!
1 x o x x
t
O
1 STRAND BL
1 x x x x x x x
! x x a
1 x x x x x
a ,
t
x
LL \
i
AL
x .a111l4
g _ x o , x
x x x
. auuo-
�vii�a y°ah
LEGENDzw RE N T 0 N
f
AH�rrli 0 :Ci;ik V L
ASPHALT (PGIS)
h
CONCRETE (NPGIS) Strander Boulevard
GRASS LANDSCAPING FIGURE #X.1! Perteet
SCALE Developed Basin
Engineering, Inc. Mapy Avenue•Mte 900 • Everett, WA 98201 • (425) 252-7700
160 50 6 FEET 100 200
1
a
1
• I
1 r I
D I
0
1
ILL i
F
z ...�.n
�{!4 a114la '.Wllc- -ilil/4• .�svgtiq •..� ,"�
�qS
0 illu4 'uu4 ayu4 IRENTON
�
-ILL
XXI 90 AHEAD CIF THE CURVE
a LEGEND Strander Boulevard
ASPHALT (PGIS) FIGURE #X.2
SCALE
Perteet CONCRETE (NPGIS) Developed Basin
a Engineering, Inc. GRASS/LANDSCAPING
0Map
12707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 160 50 6 BEET 100 200
�
1
i
x
r
; a x
r x
n
x
r 3
'
O 1
7 _
27TH _ _ 2m
l —n
1 � u m
y JIL JIL L_ JIL
S , .• -ILL .I, ..W_ ,Ir -ILL
JE:
r X n x n x n n x
LL p
t
2
g ` n
E x x P
��
'1' RENTON
ti . ...
k........................
90 .,� AHEAD OF THE kA,&VL
.,,,
LEGEND Strander Boulevard
ASPHALT (PGIS) FIGURE #X.3
1�
CONCRETE (NPGIS) Developed Basin
m
SCALE
rE Perteet
Engineering, Inc. GRASS/LANDSCAPING Map100 50 0 100 200 2707 Colby Avenue•Spite 900 • Everett, AA 98201 • (425) 252-7700 ccc'T
r� rGL�
s
t
0
o
O
t
1�•1 %
i
s i
aJJlI4 -il!(/4 a1� I& tires allll4 �1L14 -i
,i, ,U U I, ..
-N-Uw__ ice- -�-U-IL� `-ALL- ii!1E- 4_UV'K_ m -
°
i o
1E 11
x =
Ell
LEGEND :J.����A..w,��'''
R° ,l
M �7
ASPHALT (PGIS) ?W`. °� R E 1V T 0 '_
;'zti
............
6
CONCRETE (NPGIS) ` AHEAD c)r i,r i;kvt
'N
a 0 GRASS/LANDSCAPING Strander Boulevard
m
FIGURE #X.4
E2
SCALE Developed Basin
Perteet
t _ Engineering, Inc.
I ==No Map
2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 FEET1 00 50 FEET
DO 200
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LEGEND ° ` .2'
LoRENToN
ASPHALT (PGIS) ,29
......... M" AHEAD OF CURVE
0 CONCRETE (NPGIS) Strander Boulevard
Lo f GRASS/LANDSCAPING FIGURE #X.5
Developed Basin
PerteetSCALE
'm Engineering,g, Inc. Map
'�8 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700
100 50 0 FEET 10o 200
Appendix C
30% PLANS
C. 1 STAGE 1 30% DRAINAGE PLANS
C.2 STAGE 2 CONCEPTUAL DRAINAGE PLANS
' C.3 STAGE 3 CONCEPTUAL CONVEYANCE PLANS
Perteet Engineering
CIncorporated
1
1
1
1
Appendix C-1
STA GE 13 0% DRAINA GE PLANS
1
1 Perteet Engineering
CIncorporated
1
CONSTRUCTION NOTES:
'
STA 133+23.07 �t NOTES NW CORNER END CURB, GUTTER ANQ� i
CUR RETURN ELEVATIONS i �G ACCESS R T ST7+A. 01.07=.s2
SIDEWAI K,5' NE CORNER
STATION ON ROADWAY TOC EL END pAy��;- �
PC 4 STA 27+54.83 L CURB'
IONSI
STATION ON ROADWAY ATTOG EL
3/4
FUTURE IMP OVtMENTS i 0 1 BEGIN PLANTER STRIP .,> P 4
' PTSTAGS� ` _ K)}- CUT ; z
p= T a 34
R s 35 s '�v , �t C(/7 PT
9•a5� J�... t R -35 E
t'OP
O _ 28+0
/ \ t )
� �
CD� ` , 2g ry Q
SD�, S SD \�O�
��CUT ` ,5`��~ �
l f7•.� a 27+65.90 CUT \ \ ho Q
1 BEGIN PLANTER STRIP
GDT CU
BEGIN PROJECT
STA. 26+38.23 ('^i V , kPSS SE CORNER BER DELTA TANGENT RADIUS ILENGTH PI STA NORTHING EASTIN
CURB RETURN L NATIONS C1 7'28*31" 68.36 1003.00 136.51 11+18.85 169857.46 129160 5C
�^� SW CORNER r , ` STATION ON ROADWAY TOG EL ry S
o� CURB RETURN NATION 1 , h CZ 50'24'21" 212.17 448.00 396.30 27+42.39 169886.79 129322 9.
k STATION ON ROADWAY I 7 �� " Pc ro' C3 49'02'09" 201.74 442.00 378.51 33+87.17 169374.06 129366 62
PG STA. 131+82.83 i 2 % C4 38+99.59 169368.60 1294200 9E
1 2 0 \ 1 END CURB, GUTTER AND
a 1 z ,1 PT
N CS 10'21'OS" 69.77 753.00 139.14 51+75.28 169333.18 1295476 1E
sIDEWALK
�+ pT4 M It ` END PAVEMENT T , [mot' C6 1 1'30'01" 207 1997.00 413.17 54+61 5 169272.77 1295756 1 C
T s y •� R y
•,
..
PC ST
35 35
0
0
... at _. ..
+ ... .
. o
STA. 25+40 LT �
N .
30 ... _. -:: rn 3
STA. 29+17 LT
g PROFILE GRADE AND PIVOT POINT 04
Q . .: ...
H
Q
25 +2X LT N 25
-- --- -_
w .
z --- --
20 -- _- --
Ew 2 123.75 LF. SRO ODS'/FT
U .. .:: ... 75.5 LF 16 SD 20
5�0.003'/FT :: 190 LF.'0.. .: U
.:: -:: .:::: :::Q ~ SCALE
STA 26+36.85 29'
15 _ 27+69. �' 15
ffpLA STA 28+50 29'
20 0 o FEETzo ao
L E XX XX G E )0(IQ( G.E. )O(M
E 1 a 35 (E) LE .18.73 (w.O I.E. 1&W (w.0
N
TOD LEFT 30% REVIEW
' w ct CHECK PRINT
:TOC RIGHT NOT FOR
25+00 26+00 27+00 28+00 29+00 CONSTRUCTION
E Perteet -..,�� °�^ �7/7/04 CITY OF RENTON °"' "
Engineering Inc. RE N TON - � STRANDER BLVD EXTENSION STAGE 1 RP 1
' PUO 7 4 Vert 1'"10 Sneel N°.
' 51 �, CMc JJ_!.2_ "5. 25+00 TO 29+50
7 Colby Avenue.Suite 900 . Everett,NA 98201 °° °'e�zo::"°" ROADWAY PLAN AND PROFILE
N°. Dale ae.�s�°° By sac.. 9 ^ (425) 252-7700
CONSTRUCTION NOTES:
NOTES
STA. 2+ 1.2\
' \ + D. STA. 14 00.0
\ �, FIL N L
CUT cur � � ^-
O FIN \"v FILL .,/
L0 a. \ a-F
04 =o-� LA
�a- Z O ?'
r 0 - ` \\j/ 0� 0-p
N - - f0+00 - - •21'07' w 31+00 a 32+00
ZLLJ � ` LA- - - t - - - - a CA -1'
o \ O
a �7 so O
= Ld c
L,J I
< N SD SD SO SD SD,
\Q. �
^Qi NUMBER DELTA TANGENT RADIUS LENGTH PI STA NORTHING EASTING
C1 7'28'31" 68.36 1003.00 1136.51 11+18.85 169857.46 1291604.50
CUT C2 50'24'21 212.17 448.00 396.30 27+42.39 169886.79 1293227.99
ILL C3 49'02'09" 201.74 442.00 378.51 33+87.17 169374.06 1293663.62
CUT---_ \ C4 38+99.59 169368.60 1294200.98
STA 31+60.01S v� C5 10'21'05" 69.77 753.00 139.14 51+75.28 169333.18 1295476.18
END PLANTERSoh CORNER SE CORNERC6 11'30'01" 207.33 1997.00 413.17 54+61.25 169272.77 1295756.10
CURB RETURN ELEVATIONS CURB RETURN ELEVATIONS zI s''
STATION ON ROADWAY I TOC EL STATION ON ROADWAY TOC EL e�y STA 32+59.31
PC PC BEGIN PLANTER STRIP
, a , a
Jr r
PT a a
PT ¢F I
STA 141+29.57
R 35 L R 5 T - + BEGIN CURB, GUTTER AND
SIDEWALK
BEGIN PAVEMENT
' 35 35
O p
1f) TL PROFILE GRADE AND PNOT POINT O
30'
00
N r7 STA 31+17 L STA. 31+95 LTde M 30
Q STA 30+17 TRAM ON BEGIN FULL SUPER
STII 29+95 STA. 30+95 Q
a
25 N oN 25
' ti +2x Rr Lv
Z Grade= -0.387 ------ ------- Z
J __ ---------------------- _
20 --------------------------------------------------- _ J
------------------------
U 20
S-0.003'/FT 220.25 LF 18' SD S-0.003'/FT U
° Q Q
r 15 15
STA 30+45 20'
CB TYPE 1L
STA 32+60.72 29'
' G.E. XX.XX It
N I.E. 17.93 (N,W,E) -2X LT G.E. XX.XX
I.E. 17.27 (N,W,E)
srA 3o+45 29' L 30% REVIEW
Go WIFE 1 STA 30+60.72 29'G.E. XX.XX SCALE CHECK PRINT
1.E. 15.22 (s) G.E xxaoc NOT FOR
I.E. 17.56 (S)
30+00 31+00 32+00 33+00 zo ,o a FEET zo ao CONSTRUCTION
CITY OF R E NTO N D.o.ing No.
Perteet
D`Bt(s a' Dote
0. SCALE R P 2
D°"B �- STRANDER BLVD EXTENSION - STAGE 1
Engineering, Inc. R E N T O N 2 DI -20 $Neer No.
`"°`"°° 25+00 TO 33+00
Ak?END(7F 21iE C-L'FiL'E DJN 7 7 t 5.
07 Colb Avenue•Suile 000 . Everett.MA sez01 a25 252-7700 bP'°"°°B, °'°`°" "°m°" ROADWAY PLAN AND PROFILE
No. Dale Rrvision By bPr. Y � I 220se
of iotol
CONS
TRUCTION NOTES:
NOTES
1 r _ __ -
M Q 1Z. �
w GRASS __. (J L" vt� `�Cu `� O
GR%;Et (;BASS 0
� N)OG
' (v S4 a ALL CUT Q(9
2 Q Mom. FILL r z
p p0
0 0
o -- `
---- rP -, --- 35+0� 0 -erg_ op. _ Go -- o� °P
--- eaos f Q
\ 1frDER 13M.
SD
i SD SD swo
SD-
FILL
SD
FILL tyrfSYi
FCC
FILL
FILL FILL
N13M IR I DELTA TANGENT RADIUS LENGTH PI STA NORTHING EASTING
gru= M C1 7 28'31" 68.36 1003.00 136.51 11+18.85 169857.46 1291604.50
C2 50'24'21" 212.17 448.0 1396.30 27+42.39 169886.79 1293227.99
= A C3 49'02'09" 201.74 442.00 378.51 33+87.17 169374.06 1293663.62
C4 i 38+99.59 169368.60 1294200.98
C5 10'21'05" 69.77 753.00 139.14 51+75.28 169333.18 1295476.18
I ANU z7A C6 11'30*01" 207.33 1997.00 413.17 1 54+61.25 169272.77 1295756.10
i
35 ..
0
.. 35
O ... _ _ .. ......... ....
-I-
30 M It:.PROFILE GRADE AND PIVOT POINT M 30
1 .
_.. .. .. Q
sw
25
.... ... .... _ .
' w +2z
w
Z -_ _^ z
20 -------
- - _ _
_ W�.:_
20
a Q 7.75 LF 1 S' SD S-0.003'/FT U
208 if IS', S+0.003-/FT f-
22Q
15 LF 11 < -
i a STA 34+00 29'
F 1 STA 36+00 29' FM
N G.E. )OMCS:TYPE I L
s -2%.:LT E. 16.83 (N,w.E) G.E. XX.)ot 30% REVIEW
m
t�
LF 16.20 (N.W.E) roc LEFT
STA 29' LT)
STA 36+00 29i L CL SCALE CHECK PRINT
' w G.E. )OM G.E. Xocaoc NOT FOR
TOC RIGHT
33+00 34+00 35+00 36+00 37+00 so 0 o FEET 20 4o CONSTRUCTION
i CITY OF RENTON N
Perteet °"" °7/
N� �nioa R P 3
Engineering Inc. R E N T O N STRANDER BLVD EXTENSION - STAGE 1
�niw "20 33+00 TO 37+00
Chaekeo ye.( Sheet No.
AF.sAD OF 2fMt:iJEiVE N �nio4 t.
$ 07 ColbyAvenue"Suite 900 • Everett. MA 98201 425 252-7700 "°° °" �"°' ROADWAY PLAN AND PROFILE
No. Dale Revroa! BY MW 220aa
o! Totcl
CONSTRUCTION NOTES:
(1)NW CORNER NCTESi I 11
10
CURB RETURN ELF2VA IONS 1 1 T NE eORNER
STATION ON ROADWAY 11 ITOC EL
CURB RETURN ELEVATIONS
STATION ON ROADWAY ITOC EL
PC 9
1/4 0 R E EMENTS PC�JRE
52+153.41 (LT)
z cn 4
1,�MATCHII EXISTING CUR 2
S�
i 3/4 T12 WE
PT El E-J GUTTER-AND SIDEWALK Li
3/4
T PT
1R 35 L _T -
ALI R 35 L --
�p FILL
TPFF 1 1.
...... F7u-
0
V) 0
0 LLJ
0
c +0 BP
+ DO
2
r- 11A 33 DISC i 0 12"
C, W W w-
LL 0 <
F- 0
< Ss U) z
Z 0 W24'312* E 40+00 41-
V) 00 08 Ld
---------- Z <
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m LJ
co Q.
Q. LLI
LLJ cc
U)
Ld i
i U SD SD
<
Li i (A
G-
p IT✓ BT-
_ - _ - _ -
RLL FILL FILL o S CO-R NE R-
A RETURN ELEVATIONS
�e CURB
STATION ON ROADWAY ITOC EL
SIN CORNER STA. 151+33.12 (LT) ID PC
*4- NUMBER DELTA TANGENT RADIUS ILENGTH PI STA NORTHING EASTING
CURB RETURN ELE IONS I MATCH EXISTING CURB,
STATION ON ROADWAY ITOC EL GUTTER AND SIDEWALK ci 7*28'31" 68.36 1003.00 1136.51 11+18.85 169857.46 1291604.50
PC
3
W I PT/4 C2 50*24'21" 212.17 448.00 39630 27+42.39 169886.79 1293227.99
1 4/
1/2 G3 49*02'09" 201.74 442.00 378.51 33+87.17 169374.06 1293663.62
35 L 3/4 C4 38+99.59 169368.60 1294200.98
PT c
T c C5 10*21'05" 69.77 753.00 :r, 139.14 51+75.28 169333.18 1295476.18
;b4A I:a5 L DER BLVD. STA. 38+99.59 PI- C6 11*30'01" 207.33 1 1997.00 11413.17 1 54+6725 169272.77,T2=
-DAKESDALE AVE. SW. STA. 152+00.00
Es k1f, z OPI
........... ....... ..... . ..
...........
.............. ... .... ... ........ .............
30 ......... .......
.............................. ............. ........ .......... ...........- ........................ ....... ........................ ............. ......
0
... ....... 0
..... ..... ......
0 END TRANSffK)N ......... w ........ . ....... ........ . 0
+ .. ..... ......... .......
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..... ...... . ......
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...... PROFXE:GRADE.AM PM POW .............-
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25 .. ... .......... ......: -....I... :
...................... ........................................................... -......L............
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..... ... ....... C�AIQ270 (p
............. ....... .... AND Q?ATF�
...... ...... G.E. XX.XX
........ ...... G.E. xxm
......4 ...... ............ I.E. 15.54.(NW.E) .....I.. 'IL
................ ............ .................... ............... EL 15.1&M.
........... .... ...
............ ......... ........L:,. ..... :, ,, TOG LEFT 30% REVIEW
......... RIQ2rO (29' LT)
.......... .......
CHECK PRINT
.......... . ....... CL
...... ...... .. ...... G.F- M.)O( SCALE
..... . LE. 15.83 (S) .... .. TOC RIGHT NOT FOR
��DER
37+00 38+00 39+00 40+00 41+00 20 16 6 20 46 CONSTRUCTION
FEET
E 0-mg N..
E 0...By Dow SCALE CITY OF RENTON
BKS 7/7/04
Perteet OVIligned Ty- RP4
m 7/7/04 1'-20* STRANDER BLVD EXTENSION - STAGE 1 -
Engineering, 11-1 No
Inc. RE ChaCked By
7/7/04 37+00 TO 41+00
By Appr 2707 Colby Avenue-Suite 900 - Everett,VA 98201 •(425)252-7700 4�t.L.d By P�;;PL.
No. D.i� Re�is- 220- ROADWAY PLAN AND PROFILE
' CONSTRUCTION NOTES:
Ol NOTES
V `
r --
,
'TLAND 27C �;
a
--��� /•^^y�''✓'l �/ �l� b. 4 l..•`l —O. , O FTLL i'Qi '- ✓ Y� .+}' 'i\ ' "5 %'i
O O
ap
w---` _
w, w T�— ---w w f w'` — =r-- ----w w w w?�' C�
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Q U' -. ss ss —S-1-- s� —�-- ss -- ss ss —..-. U) Z_
(n ZOO — 4 00 43+00 I g _gg•24.32- E —44+00 I — 45 �
LJ Q
— — — — — W Q
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v m
k
K—_ Uj
.`—f-- —lam j'� ,�..i✓�- f J ^ —�
,•,,,J 11W.���// wEi?AND 2'70 _ — ^-•_
DENSE TR
DENSE TREES
DENSE TREE>
30 ...
O ....
O ..
.... ......
0
_ _+
25 M .... ..:: CURVE IENGTH T 120.100 . ...:
Q .. .: Q
.:
x t20 00
H .: ..
20 Gtade—: 0.507. _— — — ^— ___ --- --
_— -- — — — —
W - --- - — Ao .. o -- W
Z .: . q Z
J + .....
N 15 = ... � a C-4
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a .... ........ .. ... ... ... ... .... .... ..... .. ... .... __. _.
U ..... N N.: CJ
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Q g
10
a _ .... .. . .. _ Ij
_
_:. ..... __.._.. ......... . ...—, _.. __:. ....__..... ......... �
roc LEA 0% REVIEW
. .
3
CI SCALE CHECK PRINT
41+00 42+00 43+00 44+00 45+00 TOC RicNr NOT FOR
zo 70 ° FEET zo ao CONSTRUCTION
Perteet By De,O;3,D3 SCALE CITY OF R E NTO N °" "
Engineering Inc. R E N T O N R P 5
n�°A ID/3/D] ��,.zD STRANDER BLVD EXTENSION — STAGE 1 Sha•t N°.
AITEADOPME(.Ii2VE ,�, ,... 41+00 TO 45+00
07 ColbyAvenue-Suite 900 - Everett,VA 98201 425 252-7700 "°°'"`°�' 'alp ` ROADWAY PLAN AND PROFILE
No. Dole Revia'ion By App. 220µ
o!Tot°i
CONSTRUCTION NOTES:
NOTES
SS
LSd 113��
2-PLANTER'O ♦ ............
T it �r fT FILL FILL
F
........................
0 ------ 0
er...... -B7 .........--
............... .......... +
0 1�) i
Q)I C;RA—S
+ 00 R -ASS 0)
0—
CL Qf
...........
W W W—
Q CO ss S,
(n Z
z 1-00 4 47-00 48+00 49
V) 0 S W24'32' E
Ld
SW 27TH <
Uj < z
z
UJ
LIJ C—) LL1
24'21 sa. V)
L) LV81
...........
IALA Flu FILL
F1
FILL
F S
3 1 V 'NEI. 27F
WETLAND 27E
TRE'Es
'METLAND 27E
DENSE: TREES
30
0
0
0 C
25
<
20 -------- Grade= —0.50% Grade= 0.5Q7 V)
------------------------------------------------------------ -----------------------------------
Ld
z 0 0
cz
+ _j
'0
15
+
V)
9 (D
10 >
TOC LEFT 30% REVIEW
CL SCALE CHECK PRINT
TOC RIGHT NOT FOR Rmy%i�m�— 46
46+00 47+00 48+00 49+00 FEET
45+00 210 16 6 io CONSTRUCTION
Perteet
Dr. By Dat SCALE CITY OF RENTON Drawing No.
--7!s Da—�."BY e STPLANDER BLVD EXTENSION — STAGE 1 R.
Engineering, Inc. RE N T O� Hari,N Checked By 10/3/03 Vert
IMMIND OF TTYE CIIJUL's /3/03 45+00 TO 49+00
;;�—W--d—E�, 10 Project N—b.1
No. Date BY Appr. 2707 Colby Avenue-Suite 900 - Everett,VA 98201 (425) 252-7700
— 22044 ROADWAY PLAN AND PROFILE
CONSTRUCTION NOTES:
O7 NOTES
i �
PLANTEM
' ---i°L11� = - � I
__ •_- o y FlLL
FFLL
O I RA SS
+ 00 pp—. —_.,P -
so
GRASS
LO
_ �` + O
RArL
00 ! _ �50+00 _ I _ S W24'32",I E_
— 52+0 Q
as
Zi
C� I ( r S ?
c
G
.,... .. ...... .. . ."a'.�"-.ems
:
",c•��r�4-u
ro'
::'.BR!id"?'rK, ..�;'s:•�V:".i�'r;v^.y.-irt:,v�y�.�`'r tt 57 ---
r
1Ass, Bp
IIENiSE TREES„ �._._. .— — — -- — — --- — — — — — — — — ` FILL I P C
1 ^-�•:""�^'^'` WETLAND 27F n <.
`
3rush ) 1
Brush )j h � t 1 '
DENSE TREES j y 1
1 N
t
1 .
30 .
1
O .. ... O
25 ..
N20 Grade—, 0.50"l. " ..Grade= 0.50% N.
^--- _
' Z o ..
J o .. .............
.. J..
15 = �pom .. ...
:: ::: a .. :: : .: . :..
1E
::: �' II'O
r 10 a 1�i Uy
. . Toe eFT 30% REVIEW
' cL . SCALE CHECK PRINT
TOC'RIGHT NOT FOR
49+00 50+00 51+00 52+00 52+50 20 10 0 20 40 CONSTRUCTION
FEET
Perteet Dr...By 00. SCALE
CITY of RENTON °RP7
10/3/03
STRANDER BLVD EXTENSION - STAGE 1
Engineering, Inc. R E N T O N Checked '°'3'°3 -_°
Vd 49+00 TO 52+50 LL
1 '
�, roP, 07 Colby Avenue^Suite 900 • Everett, • "'�`''"`��¢�`�°� 0/3/03 �z°� ROADWAY PLAN AND PROFILE
— No. Dole Revision WA 98201 ea2s)25Z-�,0�
WSDOT RING & COVER TYPE 2
PER WSDOT STD. PLAN B-25.
LABELED "STORM"
OVERFLOW
NOTCH ELEV.
' REMOVABLE 4'X6'
VENTILATION GRATE.
CONCRETE SPACE 13' OC.
' OIL BAFFLE OVER ENTIRE LENGTH
B" SHEAR GATE
& LIFT HANDLE
FLOW FROM I I OUTFALL PIPE _IN FROM VAULT/TANK
DETENTION I I I LE.
VAULT ' S, -———————--6
I
II
RISER DIA. WSDOT TYPE 2 CATCH BASIN
Dl SEE PLANS FOR DIA.
o
PLAN VIEW
SECTION
NOTE: CONSTRUCT THE CONTROL STRUCTURE PER WSDOT STD. PLAN B-3.
Z CONTROL STRUCTURE
e
N.T.S.
CONCRETE
OIL BAFFLE
EL 15.1 STAGE 3 STAGE 1 STAGE 2
' I.E. 15.1 8" CLEANOUT WITH WATER OVERFLOW DETENi10N
3• TIGHT CAP f1 r2 #3 #4 #5
I-EL 14.1 IE: 11.5 RISER OW
-- EL 13.1 CONTROL CONTROL CONTROL CONTROL CONTROL
STRUCTURE 1 STRUCTURE 2 STRUCTURE 3 STRUCTURE 4 STRUCTURE 5
1.S' CLEAN SAND. LOCATION
•DI (IN.) 4.55 2.80 3.22 1.66
OUTLET NOTCH
LE. 10.8 ELEVATION 16.15 16.15 16.70 16.65
—) i WIDTH (FT.) 0.22 0.05 0.04 0.03
' —� I GEOTEXTILE �— I I— —::
_I 1-I _I I L_ OVERFLOW 17.0 18.0 18.5 17.9
LEVEL SPREADER - :I 1" DEPTH WASHED GRAVEL -1 ;--` ELEVATION
RISER DIA.
v 8" DRAIN PIPE (IN.) 18" 18" 18" 12"
E WASHED GRAVEL OUTLET
' j ENERGY DISIPATION PAD. PIPE
8" DEPTH 2"-4" ROCK PROFILE ELEVATION 15.1" 15.1 15.1 15.1
W/GEOTEXTILE
UNDERLAYER CENTER OF
GRATE
y •ALL DIAIET m ARE TO Tm 1/dp WOREMEI m
' g SAND FILTER DETAIL 30% REVIEW
N.T.S.
CHECK PRINT
w NOT FOR
CONSTRUCTION
E Droeinq No.
F Drop 9y Date SCALE CITY OF RENTON
o KNI 7 7 04
' a Perteet Des.9ned y N°•I= STRANDER BLVD EXTENSION — PHASE 1 DD
Engineering, Inc. E N T O N �—� 7 7 D4 N/A hetke0 yprl Shzo"..
DJH 7 7 04 N A
No. Date - R—i— ey Aovr. 707 Colby Avenue•Suite 900 • Everett.MA 98201 •(425)252-7700 Approved `°'F' —be WATER QUALITY VAULT DETAIL
1
1
1
Appendix C-2
STAGE 2 CONCEPTUAL DRAINAGE PLANS
1
1
1 Perteet Engineering
Incorporated
i
1
1
rSECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES:
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Droning No.
E CITY OF RENTON RP.
i0 •^'•:+�""" �ByBY Oo SDME
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KS 0/ 03
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g Engineering, Inc. RE N T 0 N Ch_By 03 V dlwm2oq STRANDER BLVD EXTENSION — STAGE 2 sneer Na.
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No. Dale Revision By A°°/• y 1 al Total
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TYPE
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E D'o"By note SCALE CITY OF RENTON
Perteet RP5
oa�.BY
H.';'I'-20- STRANDER BLVD EXTENSION - STAGE 2
Engineering, Inc. RENTON 10/3/03
Ve't
JUIPAD OF TIM CLIRVE ---------6�— 10/3/03 1..5. 57+00 TO 61+00
No. Reisio, By Appl. 2707 Colby Avenue-Suite 900 - EvereLt,VA 9U01 •(425)252-7700
ApP-ed — —` N" ROADWAY PLAN AND PROFILE T.t.1
_L— 22.4
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, ,CFT,IE CtRV 5 ROADWAY PLAN AND PROFILE
' 707 Colby Avenue•Suite 900 • Everett,MA 98201 425 252-7700 MRro•e° Rro�ecl Num°er
No. Dale Revision BY AOW. y � � 220M
of Tolol
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Dro—By Date SCALE CITY OF RENTON
SKS Perteet
igred By '0 RP9
D_
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STRANDER BLVD EXTENSION — STAGE 2
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)UiRAD OF TM CURVE 1 73+00 TO E.O.P
ey Appr. 2707 Colby Avenue-Suite BOO - Everett. WA 911201 (425)252-7700 Xop—ea By
N.. Date Revision 22044 ROADWAY PLAN AND PROFILE
i
r
1
r
Appendix C-3
STAGE 3 CONCEPTUAL CONVEYANCE
PLANS
1
r
Perteet Engineering
' Incorporated
i
`
m�
SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES:
+
I teA STRANDER BLVD. STA. 10+00.00—
NOTES
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FOR RETURN INFORMATION
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A Perteet BKS
5W.—.9-d8y 3/03
6 lo/' Had� RP2
Engineering, Inc. 10/3/03 1*.20, STRANDER BLVD EXTENSION
�Klk —RE N T 0 N Checked By /3/D3 yt -5. ShZa;I
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—N'--' ROADWAY PLAN AND PROFILE
—N.. —Dt. R-mi— By 22044
's Appr.
SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES:
Ol NOTES
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Engineering, Inc. D°9. , , �t-_ZD• STRANDER BLVD EXTENSION
' Q RE N T O N
a 13+00 TO 17+00
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No. Oa4 Reviefun ByAppr. By 22044 ROADWAY PLAN AND PROFILE
SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES:
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Perteet a=9�� � fi. STRANDER BLVD EXTENSION
Engineering, Inc. R E N o 5h«kd 8y 10/3/03 V ;��° 17+00 To 21+o0
No. pot° BY Mar.Rmi°f°n
2204�
2707 Colby Avenue•SUite eoo Everett,WA 98201 (425) 252-7700 :�:i?.'1BOF7"rtE CliF£vE �o�� ROADWAY PLAN AND PROFILE
of T°tat
SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES:
NOTES
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E — N- Perteet Drawn By Dat. SCALE CITY OF RENTON Drawing N..
5Mg—d 8�, 1013103 H.rj� RP5
Engineering, Inc. 13103 1'-20' STRANDER BLVD EXTENSION
5—�ked%, V.'t Sh-t No.
Q RE X T 0> -5. 21+00 TO 25+00
Id -- 10/3/03 1.
Z707 Colby Avenue Suite 900 • Everett,WA 98201 •(425) 252-7700 P-4 By Prvj..t N—a-
-N.. —M. By Appr.R-..... — 22044 ROADWAY PLAN AND PROFILE
i
i
1
1
i
Appendix D
i SOIL BORING LOGS
i
iFROM.• Geotechnical Report for Conceptual Design-
Strander Boulevard/27th Street Improvements,
iRenton and Tukurila, Washington, February 27,
2004 by Shannon and Wilson
i
1
i
1
Perteet Engineering
iIncorporated
1
SHANNON 6WILSON,INC.
APPENDIX A
SUBSURFACE EXPLORATIONS
21-1-09369-002
SHANNON&WILSON,INC.
APPENDIX A
SUBSURFACE EXPLORATIONS
TABLE OF CONTENTS
Page
A.1 INTRODUCTION...........................................................................................................A-1
A.2 CURRENT SOIL BORINGS..........................................................................................A-1
A.2.1 Drilling Procedures ..................A-2
A.2.2 Soil Sampling........................................................... ..................A-2
A.2.2.1 Thin-Walled Tube Samples ..............................................................A-3
A.2.2.2 Standard Penetration Test Samples...................................................A-3
' A.2.3 Soil Classification.............................................................................................A-4
A.2.4 Monitoring Well Installation ...............................................A-4
.............................
A.2.5 Well Development............................................................................................A-5
A.2.6 Vibrating Wire Piezometer Installation ............................................................A-5
A.2.7 Groundwater Observations ...............................................................................A-5
A.2.8 Boring Logs ......................................................................................................A-5
A.3 PREVIOUS FIELD EXPLORATIONS.........................................:...•.............................A-6
A.4 REFERENCE ...................................................A-6
TAB
LE
Table No.
A-1 Previous Exploration Data
21-1-09369-002
21-1-09369-002-R I Faa.doc/wp/eet
A-i
TABLE OF CONTENTS (cont.) SHANNON&WlLSON,
INC.
LIST OF FIGUIZLS
Figure No.
A-1 Soil Classification and Log Key (2 sheets)
A-2 Log of Boring B-101 MW
A-3 Log of Boring B-102 (2 sheets)
A-4 Log of Boring B-103 (4 sheets)
A-5 Log of Boring B-104 MW/VWP
A-6 Log of Boring B-105 VWP (3 sheets)
A-7 Log of Boring B-106 MW/VWP
A-8 Log of Boring B-107 (3 sheets)
A-9 Log of Boring B-108 MW/VWP
A-10 Log of Boring B-109 (2 sheets)
A-11 Log of Boring B-110 MW
A-12 Log of Boring B-111
A-13 Log of Boring B-112
A-14 Log of Boring B-201
A-15 Log of Boring B-202
A-16 Log of Boring B-203
A-17 Log of Boring B-204
A-18 Log of Boring B-205
A-19 Log of Boring B-301 (2 sheets)
A-20 Log of Boring B-302 (2 sheets)
A-21 Log of Boring B-303
A-22 Log of Boring B-304
A-23 Log of Test Pit TP-301
A-24 Log of Test Pit TP-302
A-25 Log of Test Pit TP-303
A-26 Log of Boring B-305 (2 sheets)
A-27 Log of Boring B-306 (2 sheets)
A-28 Log of Boring B-307
A-29 Log of Boring B-308
A-30 Log of Boring B-309
A-31 Log of Boring B-310
A-32 Log of Boring B-311
A-33 Log of Boring B-312
A-34 Log of Boring B-313
A-35 Log of Boring B-314
A-36 Log of Boring B-315
A-37 Log of Boring B-316 (2 sheets)
A-38 Log of Test Pit TP-304
A-39 Log of Test Pit TP-305
A-40 Log of Boring B-317
A-41 Log of Test Pit TP-306
A-42 Log of Boring B-318
A-43 Log of Boring C-301
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SHANNON&WILSON.INC.
APPENDIX A
SUBSURFACE EXPLORATIONS
A.1 INTRODUCTION
The current subsurface exploration program consisted of drilling 17 borings and installing
5 monitoring wells and 4 vibrating wire piezometers (VWPs)between the West Valley Highway
and East Valley Road. The boring locations are shown on the Site and Exploration Plan,
presented as Figure 2 in the main text of the report. The borings are designated B-101 through
B 112 (Segment 1 from West_ Valle High to Oakesdale Avenue SW) and B-201 through
y Highway
B-205 (Segment 2 from Oakesdale Avenue SW to East Valley Road). In addition, several
previous explorations from other studies were used. The approximate locations of the previous
explorations are shown on Figure 2 in the main text of the report. Perteet Engineering, Inc.
surveyed the locations and elevations of our 100-series borings completed in Segment 1 after
completion of drilling operations. Elevations are relative to the NAVD88 datum. The
approximate locations of our Segment 2 borings were determined by measuring from existing
site features located on the site plan. The approximate locations of previous explorations by
others were determined from previous reports and by measuring from existing site features
located on the site plan. Plotting the exploration location on a topographic'map provided by
Perteei Engineering, Inc. approximated the elevations of our Segment 2 borings and the previous
explorations.
A.2 CURRENT SOIL BORINGS
The subsurface conditions along the proposed 6,000-foot-long alignment were explored with
5 deep and 12 relatively shallow soil borings. The five deep borings, designated B-102, B-103,
B-105 VWP, B-107, and B-109, were drilled to depths ranging from 101.5 to 181.5 feet. The
12 shallow borings, designated B-101 MW, B-104 MW/VWP, B-106 MW/VWP, B-108
MW/VWP,B-110 MW through B-112, and B-201 through B-205, were drilled to depths ranging
from 26.5 to 51.5 feet. The soil borings were accomplished between July 22 and August 6, 2003.
Three other borings were originally planned but were not completed during this phase of work, at
the direction of Perteet Engineering, Inc. Two of the borings were to be along proposed railroad
shooflies;however, it is not known if or where shooflies may be used for this project. The third
boring was to be near Springbrook Creek along SW 271h Street for a new creek overcrossing;
however, at the time of drilling, Perteet determined that the existing box culvert would be used,
and no new overcrossing would be considered.
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SHANNON MLSON,INC.
A.2.1 Drilling Procedures
Geo-Tech Explorations of Kent, Washington, drilled the soil borings under subcontract to
1 Shannon & Wilson, Inc., using truck-mounted, drill rigs. The borings were drilled using
open-hole mud-rotary methods. Mud rotary borings are advanced by circulating thick drilling
mud from the rig down through standard 2'/s-inch outside-diameter(O.D.) rods to a 4'/s-inch or
6-inch-diameter tri-cone bit at the bottom of the borehole. The larger tri-cone bit was used at
monitoring well and VWP locations. The drilling mud is a mixture of bentonite powder and
water. Cuttings are transported from the bottom of the borehole to the surface by drilling mud
flowing between the drilling rods and the sides of the borehole. The cuttings are deposited in a
settling tank at the ground surface and the mud is recirculated. Soil samples are taken from the
bottom of the mud-filled open hole.
For worker safety, field screening was performed to evaluate the potential for
hydrocarbon contamination. Volatile screening techniques included the use of a photoionization
detector(PID), which provides a qualitative measurement of the volatile organics in soil, as well
as visual and olfactory observations on the soil samples obtained above and below the
groundwater level, respectively. Based on the PID readings and visual/olfactory methods of
observation, no signs of potential contamination were noted in any of the boreholes except
boring B-203, sample S-3. In boring B-203, sample S-3, at a depth of about 7.5 feet below
ground surface, an odor was detected using olfactory methods; an environmental sample was
obtained and submitted for testing. The boring B-203 soil cuttings and drilling mud were
transferred into three drums by the drilling subcontractor and stored on City of Tukwila property
until environmental analytical testing was complete.
After completion of drilling and sampling, all borings except those with monitoring well
or VWP installations were sealed with bentonite grout and chips. Borings with monitoring wells
and VWPs have an "MW" and"VWP" after the boring number (for example, B-104 MW/VWP
has both a monitoring well and a VWP installation). All cuttings and drilling mud were left on
City of Renton or City of Tukwila property. We understand that Conoco-Phillips will take
ipossession of the three drums containing potentially contaminated soils stored on City of
Tukwila property.
A.2.2 Soil Sampling
During drilling along the proposed alignment, representative soil samples were obtained.
In samples general, soil were collected at 2.5-foot intervals to a depth of 30 feet and at 5-foot
g
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A-2
SHANNON&WILSON,INC.
intervals thereafter. Two types of soil samplers were used: thin-walled tubes and standard split
spoons. Symbols used on the boring logs indicate which sampler was used at each depth
interval. The sampler types are discussed in the following sections.
A.2.2.1 Thin-Walled Tube Samples
Relatively undisturbed samples of cohesive soils were obtained using thin-walled
(Shelby)tubes in general accordance with American Society for Testing and Materials (ASTM)
Designation: D 1587, Standard Practice for Thin-Walled Tube Geotechnical Sampling of Soils.
This sampling method employs a 3-inch O.D. thin-walled, steel tube connected to a sampling
head that is attached to the drill rods. The tube is slowly pushed by the hydraulic rams of the
drill rig into the soil below the bottom of the drilled hole and then retracted to obtain a sample.
The tube samples were classified in the field and recorded on the logs by our field representative.
The tube samples were carefully sealed and transported upright to our laboratory for testing.
A.2.2.2 Standard Penetration Test Samples
To obtain disturbed soil samples from borings, Standard Penetration Tests (SPTs)
were performed in general accordance with the ASTM Designation: D 1586,Test Method for
Penetration Test and Split-Barrel Sampling of Soils. In the SPT, a 2-inch O.D., 1.375-inch
inside-diameter(I.D.), split-spoon sampler is driven with a 140-pound hammer falling 30 inches.
The number of blows required to achieve each of three 6-inch increments of sampler penetration
is recorded. The number of blows required to cause the last 12 inches of penetration is termed
the Standard Penetration Resistance (N-value). The number of blows causing the last 12 inches
of penetration is termed the Standard Penetration Resistance or blow count, N. When
penetration resistances exceed 50 blows for 6 inches or less of penetration, the test is terminated
and the number of blows recorded.
The SPTs were recorded by our field representative and are plotted on the boring
logs. These values are empirical parameters that provide a means of evaluating the relative
density or compactness of cohesionless (granular) soils and the relative consistency(stiffness) of
tcohesive soils. The terminology used to describe the relative density or consistency of the soil is
presented on Figure A-1.
The split-spoon sampler used during the penetration testing recovers a relatively
disturbed sample of the soil, which is useful for identification and classification purposes. The
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SHANNON 6WiLSON,INC.
samples were classified and recorded on field logs by our representative. The samples were
sealed in jars and returned to our laboratory for testing.
A.2.3 Soil Classification
An engineer or field representative from Shannon &Wilson, Inc. was present throughout
the drilling and sampling operations of the current borings. Our representative retrieved
representative soil samples and prepared a descriptive field log of the explorations.
Classification of the boring samples was based on ASTM Designation: D 2487-98, Standard
Test Method for Classification of Soil for Engineering Purposes, and ASTM Designation:
D 2488-93, Standard Recommended Practice for Description of Soils (Visual-Manual
Procedure). The Unified Soil Classification System (USCS), as described on Figure A-1 of
Appendix A, was used to classify the soils encountered in the soil borings. The boring logs in
this report represent our interpretation of the contents of the field logs.
A.2.4 Mg onitorin Well Installation
As part of the investigation, five monitoring wells were installed to evaluate groundwater
conditions that may be encountered during construction. Each of the five wells was slug tested
to estimate hydraulic parameters, and a pressure transducer/datalogger system was installed in
th
e well closest to the Green River (boring B-101 MW) to monitor groundwater level
fluctuations as compared to the Green River water level; the procedures and results of those slug
tests and water level monitoring are described in Appendix C. Monitoring wells are designated
with an "MW." Because the borings were drilled using a mud rotary drilling rig, the drilling
mud was pumped from the hole prior to installation of the well screen and riser pipe.
The monitoring wells were constructed of new, commercially fabricated, threaded,
flush-jointed, 2-inch-diameter Schedule 40 polyvinyl chloride (PVC). Well screen generally
consisted of new, commercially fabricated,threaded, 10-foot-long, flush jointed, 2-inch-
diameter,0.01-inch-wide, machine-slotted screen. A silica sand filter pack was poured in the
annular space between the boring and the well screen to about 2 to 3 feet above the screen. A
iminimum 2-foot-thick bentonite seal was placed in the annulus above the filter pack to within
3 feet of the surface. The wells were completed slightly higher than the elevation of the
surrounding grade by placing an 8-inch-diameter flush-mount steel monument over the top of the
boreho
le. The monuments were set above the adjacent grade to reduce surface water inflow.
The steel monuments were set in place with quickset concrete.
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SHANNON 6WILSON,INC.
A.2.5 Well Development
Monitoring well development was performed to enhance the hydraulic connection
between the screened portion of the monitoring well and the surrounding soil. The development
procedure consisted of a combination of surging and pumping. The saturated, screened section
of each observation well was surged and pumped simultaneously to remove water, b drilling mud,
and sediment from the bottom of the well. Development equipment consisted of a WaterraTM
2Y surge
-inch-diameter, Acetyl e block/check-valve combination attached to the bottom of a
dedicated section of semi-rigid, high-density polyethylene (HDPE) tubing. The sediment load of
the purged groundwater was measured periodically by filling a container and observing the
amount of sediment that settled out. Wells were pumped until no further improvement in water
quality was observed.
A.2.6 Vibrating Wire Piezometer Installation
As part of the investigation, four VWPs were installed to evaluate groundwater
conditions that may be encountered during construction. VWPs were installed in four borings
and are designated with a "VWP." The VWPs were calibrated and hung at the target installation
depths. With the exception of boring B-105, the VWPs were surrounded with filter pack sand
from abou,. 2 feet below the VWP tip to about 2 feet above the VWP. Bentonite chips were used
to fill the annular space within the borehole except at well screen (see above) and VWP depths.
Bentonite grout was used at boring B-105 to surround the VWP and fill the annular space within
the borehole because of the difficulty placing the filter pack at the target installation depth. The
VWP depths are shown on the boring logs.
A.2.7 Groundwater Observations
during drilling.Where observed, groundwater was noted d g . Groundwater levels in the g
monitoring wells were also read after well development. Both the during-drilling and the most
recent groundwater level measurements from monitoring wells and VWPs are noted on the
boring logs. These measurements may not be representative of the highest potential groundwater
levels. Groundwater monitoring procedures and results are provided in Appendix C.
A.2.8 Boring Logs
The current boring logs for the proposed alignment are presented in this appendix. A
boring log is a written record of the subsurface conditions encountered. It graphically illustrates
the geologic units (layers) encountered in the boring and the Unified Soil Classification System
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A-5
SHANNON 6WILSON,INC.
(USCS) symbol of each geologic ys eolo i layer. It.also includes the natural water content, blow count,
and soil strength (where tested). Other information shown on the boring logs includes the
groundwater level observations made during drilling, well and VWP construction information (if
applicable), ground surface elevation, types and depths of sampling, and Atterberg Limits (where
tested).
A.3 PREVIOUS FIELD EXPLORATIONS
Several previous subsurface explorations were also used in our study; the approximate locations
of these explorations are shown on the Site and Exploration Plan,Figure 2, in the main text of
the report. The previous subsurface explorations include 18 soil borings, 6 test pits, and 1 Dutch
cone penetration test (CPT), designated B-301 through B-318,TP-301 through TP-306, and
C-301, respectively. Table A-1 of this appendix summarizes the consultant, project name,
completion date, designations, and other figure number for each of the previous explorations.
The logs for these explorations are presented as Figures A-19 through A-43. The locations of the
explorations were estimated from previous report site plans.
A.4 REF
ERENCE
American Society for Testing and Materials (ASTM), 2003, 2003 Annual book of standards,
Construction, v. 04.08, Soil and rock (I): D 420—D 5779: West Conshohocken, Pa.
1 21-1-09369.002-RIFaa.doc/wP/eet 21-1-09369-002
A-6
SHANNON&WILSON,INC.
TABLE A-1
PREVIOUS EXPLORATION DATA
Exploration esignation Figure
Consultant Project Name Date Previous New Number
Rittenhouse-Zeman&Associates,Inc. Jack in the Box#8443 June-87 B-1 B-301 A-19
GeoEngineers,Inc. Boeing Longacres Site December-90 16 B-302 A-20
Earth Consultants,Inc. Proposed Warehouse on SW 27th Street July-87 B B-303 A-21
A B-304 A-22
Earth Consultants,Inc. SW 27th Street Warehouse August-94 TP-I TP-301 A-23
TP-I3 TP-302 A-24
TP-2 TP-303 A-25
HWA GeoSciences,Inc. SW 27th Street Culvert Replacement October-98 BH-2 B-305 A-26
BH-I B-306 A-27
Landau Associates,Inc. Conoco Phillips Tosco Renton Terminal November-02 LAI-15 B-307 A-28
LAI-12 B-308 A-29
LAI-II B-309 A-30
LAI-10 B-310 A-31
LAI-I B-311 A-32
LAI-2 B-312 A-33
LAI-3 B-313 A-34
LAI-16 B-314 A-35
GeoEngineers,Inc. Proposed Stores Building February-82 5 B-315 A-36
l B-316 A-37
TP-7 TP-304 A-38
TP-16 TP-305 A-39
Environmental Associates,Inc. Proposed Lind Avenue Warehouse August-94 B-I B-317 A40
TP-7 TP-306 A41
Earth Consultants,Inc. Proposed Manufacturing Site January-85 I B-318 A-42
P-1 C-301 A:43
Notes:
B=Boring
C=Dutch Cone Penetration
TP=Test Pit
f
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f
Shannon& Wilson, Inc. (S&W), uses a soil GRAIN SIZE DEFINITION
classification system modified from the Unified DESCRIPTION SIEVE NUMBER AND/OR SIZE
Soil Classification System(USCS). Elements of
the USCS and other definitions are provided on FINES <#200(0.08 mm)
this and the following page. Soil descriptions SAND`
are based on visual-manual procedures(ASTM -Fine #200 to#40(0.08 to 0.4 mm)
' D 2488-93)unless otherwise noted. -Medium #40 to#10(0.4 to 2 mm)
-Coarse #10 to#4(2 to 5 mm)
S&W CLASSIFICATION GRAVEL'
OF SOIL CONSTITUENTS -Fine #4 to 3/4 inch(5 to 19 mm)
MAJOR constituents compose more than 50 -Coarse 3/4 to 3 inches(19 to 76 mm)
percent,by weight,of the soil. Major
consituents are capitalized(i.e.,SAND). COBBLES 3 to 12 inches(76 to 305 mm)
Minor constituents compose 12 to 50 percent BOULDERS >12 inches(305 mm)
of the soil and precede the major constituents
(i.e., silty SAND). Minor constituents 'Unless otherwise noted,sand and gravel,when
preceded by"slightly"compose 5 to 12 present,range from fine to coarse in grain size.
percent of the soil(i.e.,slightly silty SAND).
Trace constituents compose 0 to 5 percent of RELATIVE DENSITY/CONSISTENCY
the soil(i.e.,slightly silty SAND,trace of
gravel). COARSE-GRAINED SOILS FINE-GRAINED SOILS
N,SPT, RELATIVE N,SPT, RELATIVE
MOISTURE CONTENT DEFINITIONS BLOWS/FT. DENSITY BLOWS/FT. CONSISTENCY
Dry Absence of moisture,dusty,dry 0-4 Very loose Under 2 Very soft
to the touch 4- 10 Loose 2-4 Soft
10-30 Medium dense 4-8 Medium stiff
Moist Damp but no visible water 30-50 Dense 8-15 Stiff
Wet Visible free water,from below Over 50 Very dense 15-30 Very stiff
water table Over 30 Hard
ABBREVIATIONS WELL AND OTHER SYMBOLS
ATD At Time of Drilling ® 1"' �"
Bent.Cement Grout �x.�y� Surface Cement
Elev. Elevation
Seal
' ft feet Bentonite Grout Asphalt or Cap
FeO Iron Oxide Bentonite Chips �� � Slough
MgO Magnesium Oxide
HSA , Hollow Stem Auger Silica Sand ® Bedrock
ID Inside Diameter
in inches EM PVC Screen
Ibs pounds I
Vibrating Wire
Mon. Monument cover
N Blows for last two 6-inch increments
NA Not applicable or not available
NP Non plastic
OD Outside diameter
Q OVA Organic vapor analyzer
PID Photo-ionization detector
a
Y ppm parts per million
PVC Polyvinyl Chloride Strander Boulevard/SW 27th Street
Improvements
Z SS Split spoon sampler
3 Renton and Tukwila,Washington
SPT Standard penetration test
�? USC Unified soil classification
wu water level indicator SOIL CLASSIFICATION
AND LOG KEY
N
February 2004 21-1-09369-002
U
Z SHANNON &WILSON, INC. FIG. A-1
Geotechnical and Environmental Consultants Sheet 1 of 2
O
m
UNIFIED SOIL CLASSIFICATION SYSTEM (USCS)
(From ASTM D 2487-98 &2488-93)
MAJOR DIVISIONS GROUP/GRAPHIC TYPICAL DESCRIPTION
SYMBOL
.'• Well- aded ravels, ravels,
GW gravenand�iixtures,�ittle or no fines
Clean Gravels
(less than 54o c Q° Poorly graded gravels,gravel-sand
Gravels fines) GP mixtures,little or no fines
(more than 50% o D
of coarse -
fraction retained GM Silty gravels,gravel-sand-silt mixtures
on No.4 sieve) Gravels with
Fines
(more than 1211C Clayey gravels,gravel-sand-clay
COARSE- fines) GC mixtures
GRAINED
SOILS
(more than 50% Well-graded sands,gravelly sands,
retained on No. SW little or no fines
200 sieve) Clean Sands
(less than 5%
fines) Poorly graded sand,gravelly sands,
SP
Sands little or no fines
(50%or more of
coarse fraction
passes the No.4 SM Silty sands,sand-silt mixtures
sieve) Sands with
Fines
(more than 12%
fines) Sc Clayey sands,sand-clay mixtures
Inorganic silts of low to medium
ML plasticity,rock flour,sandy silts,
gravelly silts,or clayey silts with slight
plasticity
Silts and Clays Inorganic Inorganic clays of low to medium
(liquid limit less CL plasticity,gravelly clays,sandy clays,
(liq than 5 silty clays,lean clays
FINE-GRAINED Organic OL -= Organic silts and organic silty clays of
SOILS g low plasticity
(50%or more Inorganic silts,micaceous or
passes MH diatomaceous fine sands or silty soils,
200 sieve)
elastic silt
Silts and Clays Inorganic Inorganic clays or medium to high
CH plasticity,sandy fat clay,or gravelly fat
(liquid limit 50 or clay
more)
Organic OH j Organic clays of medium to high
Or
g � plasticity,organic silts
HIGHLY- Primarily organic matter,dark in PT Peat,humus,swamp soils with high
ORGANIC color,and organic odor organic content(see ASTM D 4427)
SOILS
1 a
o Strander Boulevard/SW 27th Street
Improvements
3 NOTES Renton and Tukwila,Washington
in
1.Dual symbols (symbols separated by a hyphen,i.e.,SP-SM,slightly
silty fine SAND)are used for soils with between 5%and 12%fines SOIL CLASSIFICATION
o or when the liquid limit and plasticity index values plot in the CL ML AND LOG KEY
N area of the plasticity chart.
N
5 2.Borderline symbols(symbols separated by a slash,i.e., CL/ML,silty February 2004 21-1-09369-002
CLAY/clayey SILT,GW/SW,sandy GRAVEL/gravelly SAND)
i indicate that the soil may fall into one of two possible basic groups. SHANNON &WILSON, INC. FIG• A-1
- Gootachnical and Environmental Consultants Sheet 2 of 2
O
m
to o Standard Penetration Resistance
FSurffface
SOIL DESCRIPTION L � a n = (140 lb.weight,30-inch drop)
CL c5, o o Blows per foot
tion:30.1 Ft.Datum:NAVD88 0 n 0 20 40 60
Medium dense,gray, silty,clayey,fine
gravelly SAND; moist; scattered organics;
(Hf) SM. o ,I . . .
4.5 ------ — — —
Loose to medium dense,brown to dark 5 . . . .
gray,trace to slightly clayey,slightly silt to 0 zI�
9 Y. 9 Y Y Y. 9 Y Y -
silty,fine SAND; moist to wet;trace of o 3I
organics;scattered iron oxide staining _
10 — --�----- - ---._ ----
between 12.5 and 14 feet below ground 0 4I . . -
surface (bgs);(HaD) SP-SM.
•. . . . . . .
0 SI i
j .
14.5 15 --®---
Very soft to soft,dark gray,trace to slightly 0 sI
fine sandy,clayey SILT and silty CLAY with
numerous layers o la f loose,silty,fine sand; $
Y 7 . . . . . . . . ? 61
wet;scattered to numerous organics and 20
wood fragments;scattered iron oxide e
staining between 15 and 16.5 feet bgs; _ a
(HeD with thin Hp layers) MUCL. 9I ' . . . . . . .
25 -- - ----*----�--
tOI 128
„I i. . . . . . . .
. . .
29.5 —�
Medium dense to dense,dark gray,trace to 12 30 ----
--- ——`—
slightly silty,fine to medium SAND;wet; i .
scattered organics;trace of gravel in
sample S-15;(HaD) SP-SM. 35 �-- - ------
40 -- �- ---- - —
NOTE: Sulphur odor noted during well 751
development. } . . . . . . . . .
m . . . . . . . . I . . . . . .
—T 50
m 16 I . . . . . . . . . . . . -. . .-. . . .
51.5 J— . . . . . . . . . i . . . . . . . . .
k BOTTOM OF BORING . . . . . . . • . • . .
COMPLETED 7/22/2003 • • . . • • . I . .
0 20 40 60
LEGEND
Sample Not Recovered = Piezometer screen and Sand Filter %Water Content
I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit Liquid Limit
c Ij Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
r Ground Water Level ATD Strander Boulevard/SW 27th Street
Ground Water Level in Well Improvements
CL
NOTES Renton and Tukwila,Washington
i 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-101 MW
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
0 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. Q1-2
h 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants
a
2
rn a L Standard Penetration Resistance
SOIL DESGRiPTION �'- E C
a a Y (140 lb.weight,30-inch drop)
a > o E o ♦ Blows per foot
co
Surface Elevation:27.3 Ft.Datum:NAVD88 a 0 20 40 60
Loose,brown,silty,fine SAND; moist;
scattered organics; (HaD) SM.
o ,I
Soft,brown, slightly fine sandy,clayey 0 2I i
SILT;moist; iron-oxide staining;scattered 7.0 Q I '
i . . . . . .
or anics; HeD ML. 0 31
Loose,dark gray,silty,fine SAND;wet; 9.5 10 - ------------ --{--{ — -----O —
iron-oxide staining; scattered organics; ° 4I i
HaD SP-SM. o
Very soft to to medium stiff,trace to slightly s
fine sandy,clayey SILT and silty CLAY with 0 a 15 — -------=--- � ---
several layers of very loose to loose,silty,
fine sand;wet;scattered to numerous
organics and wood fragments; scattered
iron oxide staining between 10 and 11.5 20 - --`----
o
feet below ground surface(bgs); layers of 10c
peat between 25 and 27 feet bgs;(HeD sI 11
with thin Hp layers) MUCUOL.
25 -------- --- — 92
10 . . . . . . . .
i
12 30 ---- —
33.0
Dense,dark gray,trace to slightly silty,fine
to medium SAND;wet; scattered organics 35 ------ '---- --- —
and wood fragments;scattered silty clay
131
lenses; (HaD)SP-SM.
40 --- --�-- —
taI � l
i
tsI 45 ----- -- ---0 ---- -----
. . . . . . . . . l . . . . . . . . . . . . . . .
m . . . . . . . . . . . .
U _ _
m 50
ts . . . . . . . . . . . . ._e . . . . . .
= i
i
CONTINUED NEXT SHEET
LEGEND 0 20 4 60
• Sample Not Recovered Ground Water Level ATD %Water Content
I Standard Penetration Test Plastic Limit (-0 Liquid Limit
o Thin Wall Sample Natural Water Content
a
� Strander Boulevard/SW 27th Street
Improvements
Q.
NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-1 U2
c 3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
1 W 5 Refer to KEY for explanation of symbols,codes and definitions. SHANNON &W ILSON, INC. FIG. A-3
N 6.LISCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants Sheet 1 of 2
a
o E u Standard Penetration Resistance
DESCRIPTION a � - 140 Ib.weight,ht 30-inch drop)
SOIL Q � - r ( g
E ° E 2 c° a
C o M o Blows per foot
Surface Elevation:27.3 Ft.Datum:NAVD88 0 a 0 20 4 60
17
18� . . . . . . . .
65 -
19I
70 --- - --->---•—
201 . . . .
75 — - ---
21� . : . .®
78.0
Stiff to very soft,gray,slightly fine sandy to
80 ---- --- —�------
fine sandy,slightly clayey to clayey SILT 22I . . . . . .
and silty CLAY with trace of fine sand;wet;
layers of silty,fine sand; numerous
organics;(HeD) MUCL. 85
------
23
i
24I 90 —- -- -— 0---. . .
2I 95 s ------- - ------® , ---
i
0 100 ---
26� . . . -- . --• . . . . .
101.5
BOTTOM OF BORING
m COMPLETED 7/23/2003
105 ---- --.—-- --- . t . . . . . . . .
m
x . . . . . . . . . . . . . . . .
J 0 20 40 60
LEGEND
rstandard
t Recovered �
Ground water Level ATD • %Water Content
enetration TestPlastic Limit f—•--� Liquid Limit
ample Natural Water Content
a Strander Boulevard/SW 27th Street
Improvements
NOTE Renton and Tukwila,Washington
w
a 1.The boring was performed using Mud Rotary drilling methods.
il types,and
,C 2.The stratification lines represent the approximate boundaries between so LOG O F BORING B'�U2
the transition may be gradual.
c 3.The discussion in the text of this report is necessary for a proper understanding of the
nature of the subsurface materials. 21-1-09369-002
p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
J
w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. ff6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmencai ConsunanrsSheet
a
s
o Standard Penetration Resistance
SOIL DESCRIPTION I` a a 3 _ (140 lb.weight,30-inch drop)
o Cz
Blows per foot
Surface Elevation:25.9 Ft.Datum:NAVD88 0 FL 0 0 20 40 60
Interbedded, loose,brown,silty,fine SAND
and medium stiff to soft,fine sandy,clayey
SILT;moist to wet; scattered organics; 0.3 1I
iron-oxide staining between 5 and 6.5 feet 5 _ • -----
below ground surface(bgs); (HaD) SM/ML 0.3 ZI
Q
Very soft to soft,dark gray, slightly to fine 70 0.3 31
sandy, clayey SILT and silty CLAY with o .
several layers of very loose,silty,fine sand; os aI 10 — — -- - 0-
wet;scattered iron-oxide staining;scattered ° . . . . .
to numerous organics and wood fragments; 0.6 sI
layers of dark brown peat encountered
15 - ---- --- - 0--- --
between 22.5 and 24 feet bgs; (HeD with 0.3 6I . . . . . . . . . . . .
Hp layers) MH/CH/OH. . . . . . . . . ! . . . . . . 64
I 20 — — — --- _4
--------
a
,04
9I
25 ---- - ------ ®- ---- —
26.0 toI
Medium dense to dense,dark gray,trace to
slightly silty,fine to medium SAND;wet; >>_
scattered to numerous wood fragments
between 27.5 and 29 ft bgs; (HaD)SP-SM. 121 30 —- O- ------- --
35 ----- -O— >----- -_ _
13I . . . . i
40 --- O —-- - —
14
i
x 45 --- —O.
rcc
16I 50 . . . . . � . . . J .
CONTINUED NEXT SHEET !
0 20 40 60
LEGEND
Sample Not Recovered Ground Water Level ATD • %Water Content
I Standard Penetration Test Plastic Limit f—0 Liquid Limit
Thin Wall Sample Natural Water Content
Strander Boulevard/SW 27th Street
aImprovements
F NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-103
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
w
5.Refer to KEY for explanation of symbols,codes and definitions.
6.USCS designation is based on visual-manual classification and selected lab testing. $HANNON &WILSON, INC. FIG. A-4
Geotachnical and Environmental Consultants Sheet 1 of 4
r
li o E a ILLStandard Penetration Resistance
SOIL DESCRIPTION a s (140 lb.weight,30-inch drop)
'ao Blows per foot
CL
Surface Elevation:25.9 Ft.Datum:NAVD88 0 0 20 40 60
17
60
. . . . . . . . . .
.. . . . . . . . . . . . . . . . .
65 — 0
19I
66.5 I . . . . . . .
Medium dense,dark gray,trace to slightly . . . . . . . . . I . . . . . . .
clayey,fine sandy SILT;wet;scattered
I .
organics and wood fragments; (HeD) ML. 70
20
i' 73.0
i 0
Medium stiff to very soft,gray,slightly
clayey to clayey SILT and silty CLAY with 75 --
21= . . j . . . . . .
1 layers of medium dense, silty,fine sand; . . . . .
wet;scattered to numerous organics and
wood fragments;(HeC) MUCL. 80
22� . . . . . . . . . .
_ i
85
24
90
-------. . • . . .. . .
93.0 25 . . . . . . • . . . .
. . . . . . . .
Very soft to medium stiff,gray, slightly
clayey to clayey SILT and silty CLAY with 95
zsIi
layers of medium dense,silty,fine sand;
wet;scattered to numerous organics and
� . . . . .�e_I .
o wood fragments; (HeD) MUCL. 100 --
27
� 105 -
L28 . . . . . . . . .
� . . .
x 108.0 .
c CONTINUED NEXT SHEET
0 20 40 60
LEGEND
• Sample Not Recovered �
Ground Water Level ATD • %Water Content
I Standard Penetration Test Plastic Limit Liquid Limit
o Thin Wall Sample Natural Water Content
a Strander Boulevard/SW 27th Street
o Improvements
NOTES Renton and Tukwila,Washington
w
a. 1.The boring was performed using Mud Rotary drilling methods.
m 2.The stratification lines represent the approximate boundaries between soil types,and LOG OF BORING B-103
the transition may be gradual.
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials. 21-1-09369-002
i 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
J
Cr 5.Refer to KEY for explanation of symbols,codes and definitions. $HANNON &WILSON, INCT___F IG. A-
6.USCS designation is based on visual-manual classification and selected lab testing. Gectechnical and Environmental ConsultantsSheet 2 ofL4 ]
N
a Standard Penetration Resistance
75
SOIL DESCRIPTION LL E c
a id (140 lb.weight,30-inch drop)
C m 2 � m A Blows per foot
Surface Elevation:25.9 Ft.Datum:NAVD88 0 a U) 0
0 20 40
Very dense, dark gray,trace to slightly silty,
sandy GRAVEL;wet;cobbles are
potentially present; (Hag) GW-GM.
30= 115
NOTE:
1. Difficult drilling.
2. Broken pieces of rock may have . . . . . . . .
increased blow counts. 31I 120 --O-- ---'-` ---- -
123:0 -- . .-_
Stiff,dark gray,silty CLAY with trace fine
sand;wet;scattered organics; (HeC)CL 3zI 125 -- --0-— —
i . . . . . . .
I 127.0 ,
Very dense to dense,dark gray,slightly
silty,fine and fine to medium SAND;wet;
trace fine organics; scattered silt lenses; 33 130 ------- --0--- ----- —
HaC) SP-SM.
135 ---
34
138.0
Very dense,gray,slightly sandy to sandy
GRAVEL,trace of silt and clay;wet; 140 -- ---- -0---- —
scattered layers of medium dense,slightly 35I
silty to silty,slightly fine gravelly,fine sand; j
(Hag)GP. 36 145 —e . . . . . + ----- -- ---50Y3"
I
I
I
37— 150 ---0 (I — -=---5013"-
1 . . . . . . . . . i . . . . . . .
NOTE: Lost drilling mud from about 140 to 38= 155 --- ----i- -' 5G16`
C . . . . . . . . . l
165 feet-making drilling difficult.
160 -0---- - ---- - . . . 67
cc
39I
CONTINUED NEXT SHEET
0 20 40 60
LEGEND
• Sample Not Recovered Ground Water Level ATD • %Water Content
= Standard Penetration Test Plastic Limit Liquid Limit
o Ij Thin wall sample Natural Water Content
a
� Strander Boulevard/SW 27th Street
Improvements
W NOTE s Renton and Tukwila,Washington
L
EL 1.The boring was performed using Mud Rotary drilling methods.
m 2.The stratification lines represent the approximate boundaries between soil types,and
o the transition may be gradual. LOG OF BORING B-103
c 3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21 1 09369-002
' w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. Q1'4
6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants Sheet 3 of
a 4
o E o Standard Penetration Resistance
SOIL DESCRIPTION LL s s, a a =1 76 z (140 Ib.weight, 30-inch drop)
a o cEn o Blows per foot
FSurfacetion:25.9 Ft.Datum: NAVD88 0 a p 20 40 60
ao . . . . .
I
169.0 j . . . .
Very dense,dark gray,slightly silty,fine to atI 170 - -----0—----`--------..68-
medium SAND,trace of coarse sand and
fine gravel;wet;grades to gravelly in
sample S-43; (Ova) SP-SM.
42= 175 --- ® ---- —------ --- --5w5"-
j . . .
180 ----0. -50�5"
43= . . . . . . .
180.9 i . . . . . . . . . i
BOTTOM OF BORING . . . . . . . I . ' . . .
1
COMPLETED 7/24/2003
185 -- -------- --
190 --- - - -------
195 --- ---- ----- ---
200 -- -- -- -=- -----
i
205 - --
i
Y 210 -. . . . . . --- --
U 215 ----
i
cc . . . . . . . . . i . . . . . .
x . . . . . . . . i . . . .
0 20 40 60
LEGEND
F
le Not RecoveredGround Water Level ATD • %Water Content
ard Penetration Test Plastic Limit F- 0-� Liquid Limitwall Sample Natural Water Content
F Strander Boulevard/SW 27th Street
Improvements
CL
2 NOTES Renton and Tukwila,Washington
w
a 1.The boring was performed using Mud Rotary drilling methods.
m 2.The stratification lines represent the approximate boundaries between soil types,and LOG OF BORING B-103
0 the transition may be gradual.
0
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
21-1-09369-002
w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &W ILSON, INC. FIG. A-E4 ]
w 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental ConsuHants Sheet 4 of
4
SOIL DESCRIPTION LL o E _0 li Standard Penetration Resistance
a a : z (140 lb.weight,30-inch drop)
E 0.o to
m Blows per foot
Surface Elevation:25.8 Ft. Datum:NAVD88 0 o U) 0 0 20 40 60
Very soft,brown mottled,clayey SILT;
moist to wet; layers of silty,fine sand;
scattered to numerous organics; iron oxide o 1� •
staining;(HeD) ML.
0 2I 5 ----- -. . ---- -- —---
Very loose to loose,dark gray,silty,fine 7.0
0.2 3� o
SAND;wet; occasional organics;(HaD) ���LLLLLL o . . . . . . . .
10
SP SM. 0 41 ----- -_•. __—_ ---- _
0 5I � •' . .
Very soft to soft,gray,clayey SILT with 14.5 15
0 6I a — —:�-
trace fine sand and silty CLAY;wet; 1
scattered organics and wood fragments; 0 7�
(HeD) MUCL.
20 — --- --- -- --®—
0 6I
23.0 9
Loose to very dense,dark gray,silty
grading to slightly silty,fine to medium 10I 25 - -- ----
SAND;wet; scattered organics;layers of
fine to coarse sand with trace of silt; (HaD)
SP-SM/SM. . . . . . . . . . ; . . . . . . . . .
30 —�♦- -------
12
13I 35 --- - -- -- -- .
i
Z.
40 - -O---
x 45 --
J 15
LEJ
I
m 50 . . . . . . . . . -----
16I . . . . . . . I .
51.5 . . I . . . . . . . . .
BOTTOM OF BORING I
COMPLETED 7/25/2003 . . .
J 0 20 40 60
LEGEND
Sample Not Recovered = Piezometer screen and Sand Filter 0 %Water Content
= Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit 11 40—I Liquid Limit
® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
Ground Water Level ATD Strander Boulevard/SW 27th Street
aGround Water level in Well Improvements
w NOTES Ground water Level in vwP Renton and Tukwila,Washington .
a' 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-104 MWNW
c 3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
0 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
w 5.Refer to KEY for explanation of symbols,codes and definitions.
a 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8c WILSON, INC. FIG. A-5
Geolechnical and Environmental Consultants
Standard Penetration Resistance
SOIL DESCRIPTION IL 0LL
a) -a iv
a :1 (140 lb.weight,30-inch drop)
16
CL
o Blows per foot
Surface Elevation:26.5 Ft.Datum:NAVD88 0 20 40 60
Loose,brown, slightly fine sandy SILT; moist;
scattered organics; (Ho ML. f!
,
4.0
Very soft to soft,brown,clayey SILT,trace 5 — — - ---• -
fine sand;wet below 7 feet;scattered iron 2
Q i
oxide staining; scattered organics;layer of H �: .
silty,fine sand in sample S-2;(HeD) ML. 3 -
o .
10.2 aI 10 ----- ---•- —
Very loose,brown,silty,fine SAND and fine o i
sandy SILT;wet; (HaD) SM/ML.
51
15 ------ -- -- --®
16.0 aI . . . . ... i . . . . . . . . .
Very soft,gray,clayey SILT with trace of fine . . 72
sand and silty CLAY with numerous layers of 7I
163
loose,fine sandy silt and silty,fine sand;wet; 20
scattered to numerous organics and wood sI
fragments;scattered iron oxide staining;peat f,
layers between 22.5 and 28 feet bgs; (HeD 9I
with layers of Hp) ML/CLJOL. 25 _ _—.. ------- __-- 126
10I . . . . . . - i .
: :
30 --- ---• ----
30.5 12I
Medium dense to dense,dark gray,trace to • . .
slightly silty,fine to medium SAND;wet;layers
i
of fine to coarse sand;scattered organics;
(HaD)SP SM. = 35 •-- i --
13I . ! . .
40 •— — --
14
0 45 _ _ ----- -- —
i
U 50
--- .-
-- —�
cr
,aI
. . . . I . . . . . . . .
g CONTINUED NEXT SHEET
-' 0 20 40 60
LEGEND
• Sample Not Recovered = Piezometer Screen and Sand Filter
• %Water Content
= Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit I--40 Liquid Limit
Tr Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
e g Ground Water Level ATD Strander Boulevard/SW 27th Street
Ground Water Level in Well Improvements
CL
w NOTES Ground water Level in vwP Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-105 VWP
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
w 5.Refer to KEY for explanation of symbols,codes and definitions. $HANNON &WI ON INC. FIG. A-6
N 6.USCS designation is based on visual-manual classification and selected lab testing. Gootechnical and Environmen,al Consul,an,s Sheet 1 of 3
a
E
o Standard Penetration Resistance
SOIL DESCRIPTION t' c a,
L
Q .. (140 lb.weight, 30-inch drop)
0.m U) a o ♦ Blows per foot
Surface Elevation:26.5 Ft.Datum:NAVD88 0 20 40 60
17
18
60 ------ -®— -- _—
65
70 —O-
70.5 20I . . . . . . . . . . .
Soft to very soft,dark gray, slightly fine sandy I
to fine sandy,slightly clayey to clayey SILT
and silty CLAY;wet;layers of medium dense, I
silty,fine to medium sand;scattered organics; 75
21T
(HeD) MUCL.
. . . . . . . . . . . . : I . : . : . . : :
2 �* 80
2 ----
231 85 . . . . -- . . . . . .
88.0
Medium dense,dark gray,fine to medium . . . . . . . . . .
SAND,trace silt;wet;scattered organics; 90
24�
trace shell fragments;(HaC) SP.
Very soft to very stiff,dark gray, slightly fine —
sandy to fine sandy,slightly clayey to clayey 25I I
SILT and silty CLAY;wet;scattered organics; . _ . . I '
(HeC) MUCL. . . . . . . . . .
; 1
Y 100 ----` . . . . . . . --
i
26 I j
27 ( • .
U . . .
105 ---- ---r--- -0-
28I i i : : : . : :.
x 108.0 . . . . . . . . I . . . . . . . .
g CONTINUED NEXT SHEET
0 20 40 60
LEGEND
Sample Not Recovered = Piezometer Screen and Sand Filter %Water Content
Z Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit F---" Liquid Limit
c TT Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
F Ground Water Level ATD Strander Boulevard/SW 27th Street
C 1 Ground Water Level in Well Improvements
0.w NOTES Ground water Level in vwP Renton and Tukwila,Washington
'a 1.The boring was performed using Mud Rotary drilling methods.
m 2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-105 VWP
c 3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
w 6.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC.I FIG. A-6
y 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consuhants Sheet 2 of 3
a
o a Standard Penetration Resistance
DESCRIPTION - � a1 i ht 30-inch drop)
SOIL DESCRIP .0 n : (140 lb.we g p)
a 3 0 Blows per foot
U)
Surface Elevation:26.5 Ft.Datum:NAVD88 0 0 20 40 60
Very dense, gray,trace to slightly silty,sandy,
GRAVEL;wet; layers of slightly silty,gravelly . . . . . . . . .
sand; (Hag) GW-GM.
30= 115
.
120 — —0
• 31� . . . . . . . . . . . . . .
. 1 . . . 70
123.0 .
Interbedded,very soft, gray,silty CLAY and 125 - --•
medium stiff,clayey,sandy SILT;wet; (HeC) 32I
CUML 127.0 .• ., . . . . . . . . . . . . . . . . . .
ij .
Medium dense,gray,slightly silty to silty,fine
SAND;wet; layers of fine sandy silt;scattered 130 ----- _— --
organics;(HaC) SP-SM. .: 33I
135 - ---- -------
. . . . . . . . . . . j . . . . .
139.5 140 ---�- j -6
Very dense,gray,slightly silty, sandy 35= . . . . . . . . . . . . . . . . . . . . . 6
GRAVEL,trace of clay;wet;layers of silty,
. . � . . . . .
fine sand and silty,gravelly sand;scattered i I
organics;cobbles are potentially present; 145 -- 5016-
(Hag)GW-GM. 36= . . . . . . . . .
37= 150 ----
152.0 '
BOTTOM OF BORING . . . . . , . i . . . .
o COMPLETED 7/25/2003 i --
x 155 -- a . . . . . . . .
NOTE: Lost large amounts of drilling mud I
(starting at about 151.5 feet). Drilling . .
m very difficult. Could not advance . . I
d boring beyond 152 feet below ground 160
surface using mud rotary drilling . _ . . .
x methods-placed vibrating wire at . . . . . . . . . I . . . • . . . I .
bottom of boring. . .
-+ 0 20 qp 60
LEGEND o
• Sample Not Recovered (
Piezometer Screen and Sand Filter • /o Water Content
I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit Liquid Limit
Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
Ground Water Level ATD Strander Boulevard/SW 27th Street
o Ground Water Level in Well Improvements
a.2 NOTES Ground Water Level in VWP Renton and Tukwila,Washington
w
a 1.The boring was performed using Mud Rotary drilling methods.
m 2.The stratification lines represent the approximate boundaries between soil types,and may be gradual. LOG OF BORING B-105 VWP
the transition
$ 3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials. 21-1-09369-002
' 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
(ME5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. A-S
6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants Sheet 3 of 3
Standard Penetration Resistance
SOIL DESCRIPTION " EE c a`)
a � Y (140 lb.weight, 30-inch drop)
E, a E o A Blows per foot
Surface Elevation:23.9 Ft.Datum: NAVD88 0 a 0 20 40 60
Loose, brown,trace to slightly clayey,silty,
fine SAND and fine sandy SILT; moist to
wet;scattered iron oxide staining;scattered o 1I
organics;(HeD) MUSM. - 5
0.1 zI
r
Loose,dark gray,slightly silty to silty,fine 7.0
: 0 3=
SAND;wet;scattered iron oxide staining;
scattered organics; (HaD)SP-SM/SM. 0 4 10 - . . —
12.0
Very soft to soft, dark gray,trace fine sandy o
o s=
to fine sandy, slightly clayey to clayey SILT
and silty CLAY;wet;scattered to numerous 0 6T N 15 --- — ---i---i- -- - ---
organics and wood fragments; scattered y
shell fragments in sample S-10;layers of
T i
dark brown peat between 22.5 and 26.5 -` 20 _ ! _ - ______ sz
feet below ground surface(bgs); burnt e= i
wood fragments encountered at about 26.3 14(.
feet bgs;(HeD) MUCUOL. 9= . . . . . . . . . . . .
25 --- ---�--- ---•NP_
10= .
26.5 i
Medium dense to dense,dark gray,slightly '
silty to silty,fine to medium SAND,trace of 11= i .
clay;wet;layers of fine to coarse sand; :' 30 ------- —
scattered silt seams;scattered shell t21
i
fragments encountered about 50 feet bgs;
(HaD)SP-SM/SM. . . . . . . . .
35 — ----- —
13
40 - -a -- ------
14
x 45 -------1 s —: : -- ---- —--
• : . . .
.
. . . . . . . . .
s 50 ------- : . -- ------
¢ 16 I
x BOTTOM OF BORING 51.5 . .
. . . . . . .
g COMPLETED 7/28/2003 . . . . . . . . .
r LEGEND 0 20 40 60
Sample Not Recovered ( Piezometer Screen and Sand Filter • %Water Content
L = Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit Liquid Limit
Q ® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
$Z Ground Water Level ATD Strander Boulevard/SW 27th Street
Ground Water Level in Well Improvements
U NOTES Ground water Level in vwP Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-106 MWNW
3.The discussion in the text of this report is necessary for a proper understanding of the
a nature of the subsurface materials.
8 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369 002
' w 5.Refer to KEY for explanation of symbols,codes and definitions. A
N 6.USCS designation is based on visual-manual classification and selected lab testing. $HANNOd &WILSON, I M
NC. FIG. -7
Geotechnical end Environmental Consultants
o E a Standard Penetration Resistance
SOIL DESCRIPTIONs a - = m r (140 lb.weight, 30 Inch drop)
o o ♦ Blows per foot
�- FSurfacetion:24.1 Ft.Datum:NAVD88 a 0 20 40 60
Medium stiff,brown and light brown
mottled, clayey SILT and loose, silty,fine to .. _ .
r:
medium SAND; moist to wet;scattered
organics;numerous Iron oxide stains 5 — - ----- --- �
between 5 and 6.5 feet below ground ° 2I
7.0
-,surfaceb s ; HeD MUSM. - . . . . . . . .
0.2 3� c
Very loose to loose,dark gray,slightly silty o
10
to silty,fine SAND;wet;trace of clay;(HaD) — ------ -----• - ---
0.1 41
SP-SM/SM.
SI•
14.5 15 —-- ----- ---
Very soft to medium stiff,gray,slightly o s
I
clayey to clayey SILT and silty CLAY;wet;
I l . .
scattered to numerous organics;(HeD) , i
MULL. 20 --------- ------ -----0-
6 . . .
22.5
Medium dense to dense, dark gray,trace to e
slightly silty,fine to medium SAND;wet; 25
10
scattered layers of soft,silty clay and silty,
fine sand;scattered organics; (HaD) •'
tt=
SP-SM. . . .
12
13 35 --- --- - -•
tI40
a ----- —• I . . .
i . . . . . . . . . . . . . . .
0 45 ----....---- ---— -- — --
15 I . . . . . . . .
T 50 - --- —
m 16 1
k . . . .
CONTINUED NEXT SHEET
0 2- 40 60
LEGEND
Sample Not Recovered $� Ground Water Level ATD
• %Water Content
= Standard Penetration Test Plastic Limit I -" Liquid Limit
IT Thin Wall Sample Natural Water Content
a Strander Boulevard/SW 27th Street
�-
Improvements
W NOTES Renton and Tukwila,Washington
W
a 1.The boring was performed using Mud Rotary drilling methods.
,0 2.The stratification lines represent the approximate boundaries between soil types,and LOG O F BORING B-�07
the transition may be gradual.
0
3.The discussion in the text of this report is necessary for a proper understanding of the
a nature of the subsurface materials.
0 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21 1 09369 002
0
w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. A'8
N 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnicai and Environmental Consultants Sheet 1 of 3
a
o Standard Penetration Resistance
SOIL DESCRIPTION -0 a a : t (140 lb.weight,30-inch drop)
m c (0 Blows per foot
Surface Elevation:24.1 Ft.Datum:NAVD88 a U 0 20 40 60
qW
17 _
i
58.0
Medium dense to dense,dark gray,trace to
' slightly silty,fine to medium SAND;wet; 60 --- --- r ----
layers of soft, silty clay and silty fine sand;
scattered organics; (HaC) SP-SM.
65 --
A.
—L
70 ------ --._o-
20� . . . .
21I 75 -- --- ---o- . . . t . . . . .
80
22I
85 ----- -�— -- --— -
23
zaI 90 -- . . - .
25I 95 0 -----
t
x 100 ---- ----- .0..`_
- 26=G I �
m Dense and very dense,dark gray,slightly 103.0 . . _ . . . . .
silty,gravelly SAND and slightly silty,sandy 27 105 -- - ---- —
GRAVEL;wet;(Hag) SW-SM/GW-GM. �� ! i. i
CONTINUED NEXT SHEET40 0 20 40 60
LEGEND
Sample Not Recovered _V Ground Water Level ATD • %Water Content
= Standard Penetration Test Plastic Limit � 0- Liquid Limit
o Ij Thin Wall Sample Natural Water Content
r
a
� Strander Boulevard/SW 27th Street
Improvements
w NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
° the transition may be gradual. LOG OF BORING B-1 U7
3.The discussion in the text of this report is necessary for a proper understanding of the
nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
cr w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. A-8
in6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consonants Sheet 2 of 3
a
o E o Standard Penetration Resistance
LL
SOIL DESCRIPTION = .0 a a r (140 lb.weight,30-inch drop)
o E 2 C Blows per foot
a cn
� FS,�acetion:24.1 Ft.Datum:NAVD88 � 0 20 40 60
28
115 ——0 --- — ---- - —
29I
117.0
. . . . . . . . . :
Medium dense to dense,gray,trace to i
slightly fine gravelly,fine sandy SILT 120 _ — --0-- —`-------
grading to slightly fine sandy,silty CLAY 30I .
below about 127 feet;wet; layers of silty, !
fine sand;scattered organics; (HeC) . . . . . .
MUCL. 125 --
!
31� 1
. . . . . . . . .
130 ® ----
130.5 32�
Dense,gray,silty,fine SAND and fine i
sand SILT;wet; HaC SM/ML. 133.0
Dense to very dense,gray,trace to slightly
135 --
silty,sandy GRAVEL;wet; broken rocks 33T 90
recovered;cobbles potentially present;
(Hag)GW-GM.
34= 140 ——0 -- 50/4"-
I
• 35Z 145 —0-- —5015"
36=• 150
~ . . . . . . . 50/5"
I .
152.0
BOTTOM OF BORING
COMPLETED 7/31/2003 155 ----
Y
a NOTE: Boring lost drilling mud from about
140 to 152 feet below ground
m surface. Boring was grouted to .
circulate drilling mud. Boring was 160 —
advanced to 152 feet where boring . .
x was terminated due to very difficult . _ _ . . . . . . .
' drilling and gravels caving. .
0 20 40 60
LEGEND 0 �/,Water Content
• Sample Not Recovered Ground Water level ATD
= Standard Penetration Test Plastic Limit F--�--� Liquid Limit
I[ Thin Wall Sample Natural Water Content
0
a Strander Boulevard/SW 27th Street
Improvements
W NOTE Renton and Tukwila,Washington
a. 1.The boring was performed using Mud Rotary drilling methods.
rn 2.The stratification lines represent the approximate boundaries between soil types,and LOG O F BORING B-1 07
m the transition may be gradual.
3.The discussion in the text of this report is necessary for a proper understanding of the
nature of the subsurface materials. 21-1-09369-002
p 4.Groundwater level,if indicated above,is for the date specified and may vary. IF
2004
w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. A-8
N 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnicai and Environmental Consuisancs Sheet 3 of 3
' o Standard Penetration Resistance
SOIL DESCRIPTION "- '5 o
a Y (140 lb.weight,30 inch drop)
> o E 2 aai Blows per foot
Surface Elevation:23.2 Ft.Datum:NAVD88 0 � FLU � 0 0 20 40 60
Soft, brown to dark brown and gray, slightly
clayey to clayey SILT and loose, silty,fine • -
SAND;moist to wet;scattered organics and ° tI
numerous iron oxide staining; mottling in 5
sample S 1; (HeD) MUSM. ° 2I
I
64
10.0 10' -------' - -- —
Very loose, dark gray,silty,fine SAND, 0 41 0 . . .
trace of clay;wet; HaD SM. 12.0 ' !
I . . � . .
Very soft to soft, dark gray and green-gray, ° SI !
. . . . . . . .
clayey SILT and silty CLAY;wet;scattered 15 _—_'_____ 64
to numerous organics; (HeD) MUCL. 6 j . . . . . . . i . . • . .
' o 7
. . . . . . . . . . . . . . . . ! . . . . . . . . .
19.0
Medium dense,dark gray,trace to slightly 204166
silty, 6
fine to medium SAND;wet;scattered 21 g
or anics; HaD SP-SM. 14
tt,
Very soft,dark brown,silty PEAT and peaty
e o
SILT;wet;partings of silty,fine sand-,(HeD 25.0 0 25 —----- --�
and H PT/OL. ,o= m . . . . . . . . .
Very loose,dark gray,slightly silty,fine ,1= ID . . . . . . . . . . . . - .
SAND and very soft,slightly fine sandy
SILT,interlayered;wet;scattered organics; 30.0 12� z° 30 -- - —
HaD SM/ML.
Medium dense to dense,dark gray,clean . .
to slightly silty,fine to medium SAND;wet;
35 --- • — —
trace of coarse sand;occasional organics; 13I . . . . . . . . . . . . . .
(HaD) SP-SM.
40 •
Y 45 . . . . . . --—rt--•
-' 15� i
48.0 � . . . . . . . . � . . . . . . .
Dense,dark gray,trace to slightly silty,fine :.
m to medium SAND;wet; (HaC) SP-SM. 50 — j—!
16 . . . . . . . . . . . . . . ,
51.5 i .
BOTTOM OF BORING . . . . .
. . . . . .
COMPLETED 7/31/2003 . . . . I . . . . . . . . . I . . . . . . . . .
LEGEND 0 20 40 60
• Sample Not Recovered Piezometer screen and Sand Filter • %Water Content
I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit (---•-- I Liquid Limit
Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content
® Bentonite Grout
Ground Water Level in Well Strander Boulevard/SW 27th Street
7_ Ground Water Level in VWP Improvements
LU NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-108 M WN W
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1 09369-002
w 5.Refer to KEY for explanation of symbols,codes and definitions.
(n 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WIL$ON, INC. FIG. A-9
a Geotechnical and Environmental consultants
o E a li Standard Penetration Resistance
SOIL DESCRIPTION M Cl-
o. =3 . (140 lb.weight,30-inch drop)
E a E 2 Q
a r> o cn o ♦ Blows per foot
Surface Elevation:23.3 Ft.Datum:NAVD88 0 a 0 20 40 60
Medium stiff,brown,clayey SILT; moist to
wet;scattered organics;scattered iron ®.
oxide staining; (HeD) ML. ° 1�
5
Loose to very loose,brown to dark gray, 5.0 0 2I
isilty,fine SAND; moist to wet; layers of 4 .
clayey silt and fine sandy silt;scattered o 3I
organics-,scattered iron oxide staining; � 10
(HaD) SM. o aI o j . . .
12.0. H. . . . .�
Very soft,gray and gray-green,clayey
o sI
SILT;wet;layers of loose,slightly silty to
I 15 ----- —0---
silty,fine to medium sand;scattered B . .
organics and peat lenses; (HeD) ML.
'- 7 62
18.9
129
Medium stiff,brown and gray, silty PEAT s 20 --- --;------�--
and clayey SILT;wet;partings of silty,fine
sand; HeD and H PT/ML. 22.0
Loose,dark gray to slightly green-gray, 9
silty,fine SAND and soft,clayey SILT;wet; 25 - " - --`-"-- "----o
to
scattered organics; (HeD) MUSM. 27.0
i .
Medium dense to dense,dark gray,slightly
„I
silty,fine to medium SAND;wet;scattered
---
layers of organics; (HaD) SP-SM. 12� 30 ®- i
35 - —® -- - -- -----------------
-
I i
13
. . . . . . . . I . . . . .40
i
14
. . I i
f
x 45 --�
46.0 15 . . . . .
J .
Very stiff,gray,trace to slightly fine sandy,
silt CLAY;wet; HeD CL. 48.0
d Loose to medium dense,dark gray,slightly X 50 ---i---"--"
�' S . i
silty,fine to medium SAND;wet;scattered 1sI : ! . . j
layers of organics;scattered layers of i
m clayey silt; (HaC) SP-SM. • •
CONTINUED NEXT SHEET 0 20 40 60
LEGEND
Sample Not Recovered 7 Ground Water Level ATD %Water Content
I Standard Penetration Test Plastic Limit I---4" Liquid Limit
e Ij Thin Wall Sample Natural Water Content
r
Strander Boulevard/SW 27th Street
Improvements
w
NOTES Renton and Tukwila,Washington
1.The boring was performed using Mud Rotary drilling methods.
6 2.The stratification lines represent the approximate boundaries between soil types,and
a;
m the transition may be gradual. LOG OF BORING B'109
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369 002
w 5.Refer to KEY for explanation of symbols,codes and definitions. NNON &WILSON, INC. FIG. A'1
6.USCS designation is based on visual-manual classification and selected lab testing. rieMotechnical and Environmental Consultants Sheet' of 2
t t
SOIL DESCRIPTION LL a ti Standard Penetration Resistance
a (140 lb.weight, 30-inch drop)
m o Co 0 a A Blows per foot
Surface Elevation:23.3 Ft.Datum:NAVD88 0 a 0 p 20 JO 60
17
' 60 - ---- e- -
1 i
65
r .
66.0 ' _ 19y . . . . . . .
Dense to very dense,dark gray, clean to zo . . . . . . . . .
slightly silty,fine to medium SAND,trace of
� . . .
gravel;wet; scattered organics;scattered
shell fragments in sample S-24; HaC z1I 70 ----------
9 P ( ) . . . . . . . . � . . . . .
SP-SM/SP. :. : . . . . . . . . . : . .
i
75 --- -- ---- —-- —-----
Flakes of ash. ` '. 22I . . . . . .
. . . . . . . . . . . . . .
�• 80 ---- -e------ ------—
231 . . . . . . . : i .
Flakes of ash. zaI 85 0---- -—.---
. . . . . . . . . . . .
25I 90 — e----. . ---- —
. . . . . . . . . . .
zsI 95 --.-o . . . . --- —--63
97.0 1 . . . . . .
Very dense,dark gray,gravelly SAND and c.: i
o sandy GRAVEL;wet;trace of silt; X . . . . . . . . . I . . . . . . . . .
x 100 --e— - --- -----50/6"
numerous shell fragments; Hb SP/GP. 100.5 27S . . . . . . . . . . . . . . .
BOTTOM OF BORING
COMPLETED 8/1/2003
. l
s 105
. . . . . . . . .
LEGEND 0 20 40 60
• Sample Not Recovered Ground Water Level ATD e %Water Content
' = Standard Penetration Test Plastic Limit ' 0 Liquid Limit
Thin Wall Sample Natural Water Content
o Strander Boulevard/SW 27th Street
`? Improvements
NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-109
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
N
$ 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
Cr 5.Refer to KEY for explanation of symbols,codes and definitions.
LU
N 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. A-10
a Geotechnical and Environmental Consultants Sheet 2 of 4
li o E ti Standard Penetration Re7p)nce
SOIL DESCRIPTION n a � a L (140 lb.weight,30-inchcEE E2EBlows per foo
FSr�facetion:23.2 Ft.Datum:NAVD88
U) 0 20 40 60
Very loose to loose,brown,slightly clayey
to clayey,fine sandy SILT;moist;scattered
organics;scattered iron oxide staining ° 'I
between 5 and 6.5 feet below ground 5 -- ---- ------0 2 O--------
� . . . . . . . j .
surface(bgs);scattered dark gray fine sand . . . . . . .
lenses;(HeD) ML. i
8.0 0 3I _
SNP
Very loose,dark gray,slightly silty to silty,
10
slightly clayey,fine SAND and fine sandy 0 41
SILT;wet;(HeD) SP-SM/ML
0 e 15 . . . . . . . . . . . . . . . . .
16.5 . . . . . . . 154
Very soft to soft,gray,slightly clayey,fine 7_ .
sandy SILT and silty CLAY with layers of —
slightly silty,fine sand;wet;layers of silty, 20
sI �, . . . . : . . . .
' clayey peat between 17.5 and 19 feet bgs;
scattered to numerous organics; (HeD) I . i
ei . . . . . . . . . . . . . .�
MUCUOL. —
24.7 10 25 —
Medium dense to dense,dark gray, slightly •
silty,fine to medium SAND,trace of coarse j
sand and fine gravel;wet;scattered lenses 11I . . . . . . . . .
of slightly clayey silt;scattered to numerous 30 •- -
12� . . . . .
' organics and wood fragments;(HaD)SP-SM. . . � . . . . . . I . . . . . . . . .
35
-_lam_-_• I
40 I —
43.0 y . . . . . . . . .
Dense,dark gray,slightly silty,fine to 45 - j 0"
W medium SAND,trace of coarse sand;wet; 15
scattered to numerous organics and wood I . . . I .
fragments;scattered shell fragments . ! : . .
m between 50 and 51.5 feet bgs;(HaC)
d 50 —•
m SP SM. 161 I . . . . .
BOTTOM OF BORING
COMPLETED 8/4/2003
. . . . . . . . .
0 20 40 60
LEGEND
• Sample Not Recovered
Piezometer Screen and Sand Filter • %Water Content
I Standard Penetration Test ® Bentonite-Cement Grout, Plastic Limit I---" Liquid Limit
Natural Water Content
IT Thin Wall Sample ® Bentonite Chips/Pellets
e ® Bentonite Grout
Ground Water Level ATD Strander Boulevard/SW 27th Street
o Ground Water Level in Well Improvements
W NOTE s Renton and Tukwila,Washington
IL
1.The boring was performed using Mud Rotary drilling methods.
' 2.The stratification lines represent the approximate boundaries between soil types,and LOG OF BORING B-110 MW
the transition may be gradual.
0
3.The discussion in the text of this report is necessary for a proper understanding oft e
N nature of the subsurface materials. 21-1 09369 002
' p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
w5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. A-11
N 6.USCS designation is based on visual-manual classification and selected lab testing. Geaect,nicai and Environmental Consuttan,s
Cn
a u- Standard Penetration Resistance
SOIL DESCRIPTION l•` -0 a a a� (140 lb.weight,30-inch drop)
o m Blows per foot
Surface Elevation:22.4 Ft.Datum:NAVD88 0 FL U 0 20 40 60
Loose, brown,fine sandy,slightly clayey to
clayey SILT,trace of coarse sand;moist;
scattered organics; scattered iron oxide o 1I
stainin ; HeD ML. 4.5 5 — - --- ---_®— ---- - --
Loose to very loose,gray,slightly silty to - ° 2I
silty,fine SAND and fine sandy,clayey
SILT; moist to wet;scattered iron oxide ° 31
staining between 5 and 9 feet below ground o 10 -- ------- -- O-- --
surface(bgs);scattered organics;(HeD) ° 41 o
SP-SM/SM/ML. 12.0 o sI
' Loose to medium dense,dark gray,slightly
silty,fine SAND;wet; (HaD) SP-SM. . . 15 ----- - -- -- --.-___ ® _
0 6I
'I
Loose to medium dense, dark gray,slightly 19.5
20 ----- --- ---- — O—
g
silty to silty,fine SAND;wet;scattered
seams and layers of clayey silt;scattered to 9T
numerous organics and wood fragments; y I _ ___ _ _ 153
approximately 5-to 7-inch-diameter logs 10 25 —
between 22.5 and 26.5 feet bgs;trace of
coarse sand between 30 and 31.5 feet bgs; 11�
(HaD) SP-SM/SM. — -- ---
30
12I
' BOTTOM OF BORING 31.5
COMPLETED 8/4/2003
35 -.-------- - ------ ------- -
' 40 ---------- j ---
' w 45 ---- - -- ---- I
i
50 --------------i.—.
. . . . . i
' 0 0 20 40 60
LEGEND
• Sample Not Recovered Ground Water Level ATD • %Water Content
I Standard Penetration Test Plastic Limit 1 -0— Liquid Limit
Natural Water Content
tz
' o Strander Boulevard/SW 27th Street
a Improvements
tu NOTE s Renton and Tukwila,Washington
'a 1.The boring was performed using Mud Rotary drilling methods.
' pm 2.The stratification lines represent the approximate boundaries between soil types,and
10
the transition may be gradual. LOG OF BORING B-111
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
' w 5.Refer to KEY for explanation of symbols,codes and definitions. w
y SHANNO &WILSON, INC.
6.USCS designation is based on visual-manual classification and selected lab testing.
Geotechnical and
Environmental Consultants FIG.
o E m Standard Penetration Resistance
L DESCRIPTION a a s (140 lb.weight, 30-inch drop)
om 0 to a Blows per foot
' F7:23.3 Ft.Datum:NAVD88 0
a u) p 20 40 60
Loose,brown, slightly clayey,fine sandy
SILT; moist;trace of fine gravel; scattered
organics;scattered iron oxide staining;soil . . . . . .1
i .
description based on soil cuttings; (HeD) 5 -- — -- — -"
2 I
, . . . . . . . . .
ML. . . . . . . . . . i .
7.0 T • .
Interbedded,soft, gray,clayey SILT and o 3 .
very loose,silty,fine SAND; moist to wet;
10
o ---
--
scattered organics;scattered iron oxide o a I
staining; HeD MUSM.
12.0.
. . . .
Very soft to medium stiff,gray,clayey SILT; o sI
wet;trace of fine sand; scattered to 15 ___-- F---- 4—I-- —
numerous organics and wood fragments; o sI a2
� . . . . .
layers of silty clay; layers of peat between T
17.5 and 21.5 feet below ground surface
117
b s grading to clayey,fine sand silt
l 9 );9 9 Y Y. Y 20 --- . . . . .
a
below about 22 feet; (HeD) MUOL. I81
9I
24.5 �.----
25 ---- ---- •
Medium dense,dark gray,silty,fine SAND; 10�
.
wet;scattered lenses of clayey silt;(HaD) 26.5
SM. . . . . . . . . .
BOTTOM OF BORING30
i -- ----------
COMPLETED 8/5/2003 i
35 ------ i—. .
,
1 I
' 40 --- --
i
i
j 45 - --.----- - ---- -——
d 50
1
8°
p 20 40 60
-+
LEGEND
' Sample Not Recovered �
Ground Water Level ATD • %Water Content
I Standard Penetration Test Plastic Limit Liquid Limit
Natural Water Content
e
a Strander Boulevard/SW 27th Street
o Improvements
W NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
0 2.The stratification lines represent the approximate boundaries between soil types,and
- W LOG OF BORING B-112
m the transition may be gradual.
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials. 21-1-09369-002
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
5.Refer to KEY for explanation of symbols,codes and definitions.
W SHANNON &WILSON' INC. FIG. A-13
~ 6.USCS designation is based on visual classification and selected lab testing. Geotechnicai and Environmental Consultants
N
' SOIL DESCRIPTION -0 a LL Standard Penetration Resistance
s a E � °' (140 lb.weight,30 inch drop)
m o m c7 m A Blows per foot
Surface Elevation:Approx. 19.0 Ft.Datum:NAVD88 n 0 0 20 40 60
Stiff to soft,brown-gray,trace to slightly
sandy,clayey SILT and silty CLAY; moist; {
layers of medium dense,slightly silty, ° 1J—
' gravelly sand between 3.8 and 5 feet; 5 '
scattered to numerous organics and wood ° zI
fragments;scattered iron oxide staining; 7.0 122
HeD MUCL. 0 3I j . . . ' . . . . . .
Very soft to medium stiff,gray,clayey SILT; 10 ---'---
moist to wet;trace of fine sand;scattered ° aI ! '
12.0 - 1 . . . . . . . .
' lenses of clayey peat;scattered to a -- . . . . . . . . . . . . .
s , �
numerous organics and wood fragments; o
HeD MH/OH. 15
-------
Very loose to medium dense,dark gray, o eI , . . .
trace to slightly silty,fine SAND;wet; o
I
scattered lenses of clayey silt;scattered
or anics; HaD SP/SP SM. 19.5 a 20 ----- -
Medium dense to dense, dark gray,fine to . . . .
medium SAND;wet;trace of silt; grades to 91 i
trace of coarse sand with depth; (HaD) SP. _
25 — — -
::
BOTTOM OF BORING 26.5 I . . . . . .
COMPLETED 8/5/2003
30 ---- _--_ - --
35 —------ —
40
i
Y 45
i {
. . . . . . .
50
j . . . . . . . . . . . . . .
k
I
J
LEGEND
• Sample Not Recovered Ground Water Level ATD • %Water Content
' I Standard Penetration Test Plastic Limit ' 0 —I Liquid Limit
Natural Water Content
Strander Boulevard/SW 27th Street
aImprovements
F NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may begradual. LOG OF BORING B-201
3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
5.Refer to KEY for explanation of symbols,codes and definitions.
Uj v~, 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. A-14
Geotechnical and Environmental Consultants
' co a Standard Penetration Resistance
SOIL DESCRIPTION o. � c s 3 . Y (140 lb.weight, 30-inch drop)
a E, o 0 3 ♦ Blows per foot
Surface Elevation:Approx.20.0 Ft.Datum:NAVD88 0 n 0 20 40 60
Very dense,brown and gray,slightly silty to
silty, gravelly SAND; moist to wet;scattered
iron oxide staining;(Hf) SM. ° 'I .. . .1.
S ---- • ---- —
0 21
Stiff to soft,gray,silty CLAY;wet; 7.0 31.Q
numerous lenses of peat;scattered to _
numerous organics and wood fragments; 4 10
(HeD)CUOL = 73
o
0 51 I 72
o aI 15 — --. . . . . . —
�.
Medium dense to dense,dark gray, 17.0 71 . i
tracesilty to silty,fine to medium SAND; i
`:': 20 ----- ——r
wet; layers of fine sandy silt;grades to fine s=
' to coarse sand with depth; (HaD) SP/SM. i
I . . . . .
25 -------- —• ——�—_
26.5 i
BOTTOM OF BORING
COMPLETED 8/5/2003
30 -----— —— —------
35
i
40
!
J . . . . . . I . . . . . I . . . . .
F-
m 50
k � . . . . . . . . . Illi . .
o
0 20 40 60
LEGEND
• Sample Not Recovered Ground Water Level ATD • %Water Content
I Standard Penetration Test Plastic Limit F—A" Liquid Limit
Natural Water Content
a
� Strander Boulevard/SW 27th Street
Improvements
W NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
oc, 2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B-202
3.The discussion in the text of this report is necessary for a proper understanding of the
nature of the subsurface materials.
p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
J
w
5.Refer to KEY for explanation of symbols,codes and definitions. $HANNON &W ILSON, INC.
y 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants FIG. A'�5
a
1:_
o Standard Penetration Resistance
SOIL DESCRIPTION -0 a n = r (140 lb.weight,30-inch drop)
o ♦ Blows per foot
Cn Surface Elevation:Approx.21.0 Ft.Datum:NAVD88 0 a 0 20 40 60
Very dense,brown,silty,gravelly SAND;
moist;scattered iron oxide staining; (Hf)
SM. o tI
' 4:5 5 - 0 -- -- ---- ---
Very dense to medium dense,brown-gray,
. 0 2I
slightly silty, sandy GRAVEL; moist to wet;
scattered iron oxide staining;petroleum 28.5 3IE
odor in sample S-3; Hf GW-GM. 9.5 _ 141'
Medium stiff to soft,brown-gray,slightly 0 4� 10 —
clayey to clayey,silty PEAT and slightly . ; 65'
clayey,fine sandy SILT;moist to wet; (Hp 0 51 . . _ . .
and HeD PT/ML. 14.5 —
15 ------- - •
Medium dense,gray,slightly clayey,fine o 61 a . . . . . . . .
sandy SILT;wet;scattered organics and o
wood fra ments HeD ML. 18.0 0 7I
Medium dense to dense,dark gray,slightly ° 20
silty to silty,fine to medium SAND;wet; o aI I
1 scattered lenses of slightly clayey silt;
scattered organics; lense approximately 9I
4-inch-thick of coarse sand and fine gravel 25 -- • -- —
at about 25.9 feet HaD SP-SM/SM. ° t0
26.5 � i . . . . . . . .
BOTTOM OF BORING I . . . . . . .
COMPLETED 8/6/2003 . ( .
30 -- -- -- --——
i
35 ------ --- --------
40 -- --= --- ---
45 - . . . . ------ -- ---
50
m
k . . . . . I . . . . . . . . . ` . . . . .
g . . . . . . . � . . . . . . . .
0 20 40 60
LEGEND
Sample Not Recovered Ground Water Level ATD 0 %Water Content
E Environmental Sample Obtained Plastic Limit a Liquid Limit
I Standard Penetration Test Natural Water Content
a
� Strander Boulevard/SW 27th Street
1 Improvements
w NOTES Renton and Tukwila,Washington
r
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and
the transition may be gradual.0 LOG OF BORING B-203
3.The discussion in the text of this report is necessary for a proper understanding of the
a nature of the subsurface materials.
21-1 09369 002
0
4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
J
w
5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. A
6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants FIG. A'16
o E a LL Standard Penetration Resistance
SOIL DESCRIPTION �0 a a = t (140 lb.weight,30-inch drop)
m > C 0 Blows per foot
[Surface Elevation:Approx.19.0 Ft.Datum:NAVD88 0 a 0 20 40 60
Very loose,gray,slightly gravelly,clayey,
sandy SILT;wet; (Hf) ML ® .
U 2I i I • .
143
s 7.0
Medium stiff,brown,slightly clayey,silty o 3I . . . . . .
ve ,fine sandy SILT L—__--.—
PEAT, ry soft clayey,e Y 10
and loose,sandy SILT; moist; numerous 4 . .
organics and wood fragments; (Hp and 11.3 Q ; " •
os W i . . . . . . . .
HeD PT/ML. . . . . . . . . . . . . : . . . . . . . .
Medium dense,dark gray,slightly silty,fine a 15 ---
. . i . . . . . . . . . I . . . . . . . . .
to medium SAND;wet;scattered layers of o sI o
clayey silt;scattered organics; (HaD)� 7 .SP-SM. . . . . .
19.5 20 --T--
Medium dense,dark gray,fine sandy SILT s=
and silty,fine SAND;wet;scattered lenses '
�. . j . . . . . . .
of slightly clayey silt; numerous organics; 9= .
HeD MUSM. 24.5 25 ---+.----
Medium dense,dark gray,slightly silty to toI
silt fine SAND'we : HaD SP-SM/SP.
26.5 . . . . . . . . . : . . . . . . . . .
BOTTOM OF BORING
COMPLETED 8/6/2003 30 -- --
35
. . . . . . . . I
40 - -- — - --_--
i
x 45
J . I . -
~ l . . . . . . . . . .
50 i -----
I
. . . . . .
0 20 ao so
LEGEND
Sample Not Recovered �
Ground Water Level ATD %Water Content
Standard Penetration Test Plastic Limit —�—I Liquid Limit
II Thin Wall Sample Natural Water Content
C,
Strander Boulevard/SW 27th Street
c�
Improvements
2 NOTE s Renton and Tukwila,Washington
W
a 1.The boring was performed using Mud Rotary drilling methods.
0 2.The stratification fines represent the approximate boundaries between soil types,and
the transition may be gradual. LOG OF BORING B'2U4
3.The discussion in the text of this report is necessary for a proper understanding of the
nature of the subsurface materials.
p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004
21-1-09369-002
w 5.Refer to KEY for explanation of symbols,codes and definitions. $HANNON &W ILSON, INC. FIG. 1�►-17
y 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnicat and Environmental consultants
-p LL. Standard Penetration Resistance
SOIL DESCRIPTION r -0 a a _ (140 lb.weight,30-inch drop)
a E o m 2 m A Blows per foot
rSurface Elevation:Approx. 17.0 Ft.Datum:NAVD88 0 a 0 20 40 60
Loose,brown-gray,silty, gravelly SAND;
moist; numerous organics;broken
concrete; (Hf) SM.' o 'I ! . . . . . . . . 1066
Soft to medium stiff,brown,slightly silty,
9 r 184
slightly clayey PEAT,trace of sand and silty
r 4 _ ____
CLAY; moist to wet; (Hp and HeD) . ! s
PT/CUOL. _ 10 -- — 349
1 .
Soft,gray,clayey SILT;wet; numerous 10.9 s C. ; � ..
organics;(HeD) MUOL. 0 6 0
15.3 15 —----•-------
Loose to dense,dark gray,slightly silty to �I
silty,fine to medium SAND;wet; scattered
r seams and lenses of clayey silt;scattered eI
or anics HaD SP-SM/SM. 19.5 sI 20 ----- -- ®:—
Medium stiff to very soft,gray,slightly fine
� . .
sandy,slightly clayey to clayey SILT and
silty CLAY,trace of fine sand;wet to
: I
I
scattered organics; (HeD) MUCL. 25 — ; ----t--O
rLoose to medium dense,gray,silty SAND; 26.5 •. . . . . . . ( . . . . . . . . ` .
wet;scattered seams of clayey silt;shell 12I i
! : . . . .
fragments in samples S-12 and S-13; 30 ------
' broken rock at depth of 31.5 feet; (HaD and 31.5 tsI
Hb SM.
BOTTOM OF BORING
COMPLETED 8/6/2003 35 ------
40 . . . . . . l_.... ------ . . .
.
x 45
r
50
__-
i �--
k . . . . . . . . . i . . . . . . . . . � . . . .
0 20 40 60
LEGEND
• Sample Not Recovered Ground Water Level ATD • %Water Content
I Standard Penetration Test Plastic Limit 1 0 Liquid Limit
jj Thin Wall Sample Natural Water Content
Strander Boulevard/SW 27th Street
Improvements
CL
NOTES Renton and Tukwila,Washington
a 1.The boring was performed using Mud Rotary drilling methods.
2.The stratification lines represent the approximate boundaries between soil types,and _
the transition may be gradual. LOG OF BORING B-205
q 3.The discussion in the text of this report is necessary for a proper understanding of the
N nature of the subsurface materials.
1 8 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002
J
w
5.Refer to KEY for explanation of symbols,codes and definitions.
� 6.uSCS designation is based on visual-manual classification and selected lab testing. SHANNOd &WILSON, INC. FIG. A-1$
Geotechnical and Environmental Consultants
f
R ITTENHO USE-ZER
/`V&ASSOC., INC. eoRING NUM,V 0-1 W.O. W-5 61
Geofeclulrcnl//1��lrogeologicnl -Co?sultautS PROJECT NAME
Tukwila .lark ill the Box
ul
W
�++ STANDARD PENETRATION RESISTANCE
SOIL DESCRIPTION as Z z° BLOWS PER FOOT
0. :' (140 Ib.hammer.30 Inch drop)
to 0Feet "f 19 3 0 10 20 30 40 50 80 70 80 90 100
Ground Surface Elevation Approximately O was
Medium dense, dry, gray-brown. silty, gravelly -- - - -- _
SAND -
Very loose to loose, moist, dark-brown. fine SAND
with trace of silt !�
Interbedded soft,wet, brown-gray SILT with trace of fine sand to sandy at 5.5-6 feet, 8-8.5 feet. 3-
10 - - - - --- _ —
ATD
Interbedded T -
Very loose, saturated, gray, silty fine SAND and 1 7-
_
soft, gray fine sandy SILT; intermixed fibrous
organics noted from 15-19 feet, and from 22.5-24 15
feet. T 7-
20 `
-25
30 -- - -
n _
E I
35
o I _
N
V
N Medium dense to dense, saturated, dark gray fine
a" to coarse SAND T -
0 11 Z
io (continued)
40
SAMPLING GROUND WATER SEAL LABORATORY TESTS
X WATER CONTENT
I Y OD SPLIT SPOON SAMPLE
DATE NP NON PLASTIC
as N T OD SHELBY SAMPLE WATER LEVEL �—�--=+—LIQUID LIMIT
c 6� 2.5'IO RING SA1Pi E AT TIME OF DRILLING } NATURAL WATER
•O All) OBSERVATION L
0 e FK SAMPLE WELL TIP CONTENT
IM
c A� .MPLE NOT RECOVERED PLASTIC LIMIT
on
4
Strander Boulevard /SW 27th Street
N Improvements
Renton and Tukwila,Washington
C,
LOG OF BORING B-301
February 2004 21-1-09369-002
9 SHANNON &WILSON, INC. I FIG. A-19
Geotechnical and Environmental Consultants Sheet 1 of 2
m
A
RITTENHOUSE-ZEMAN&ASSOC., INC. BORING NUMBER B-1 (continued) W.O. W-5263
�:... Ceotechnicnl/Hydrogeologicnl Coorsultants PROJECT NAME Tukwila Jack in the Box
1 N i a STANDARD PENETRATION RESISTANCE I
SOIL DESCRIPTION
I� ¢ A BLOWS PER FOOT
o. as 2 O (140 1b.hemmer.30 Inch drop)
Ground Surface Elevatlon Approxlmatefy Feet 40 5 t7 ; 0 10 20 30 `40 50 60 70 80 90 100
Medium dense to dense, saturated. dark gray,
fine to coarse SAND
I - - - - - - -
- - - f
Total Depth 44 feet 45
Completed 22 June 1937
50 _
55
60 —-
65
to
70
O
a
I
15 O'
R
N
O •
80
SAMPLING GROUND WATER SEAL LABORATORY TESTS
I Y OD SPLIT SPOON SAMPLE ti X WATER CONTENT
11 7 OD SHELBY SAMPLE GATE NP NON PLASTIC
M 9 25 ID RING SAMPLE WATER LEVEL to LIOUID LIMIT
No B BULK SAMPLE AT TIME OF DRILLING x D OBSERVATION /� L_NATLRAL WATER
WELL TIP
4 * SAMPLE NOT RECOVERED CONTENT L
PLASTIC LIMIT
Q
� Strander Boulevard/SW 27th Street
q Improvements
0) Renton and Tukwila, Washington
0
LOG OF BORING B-301
February 2004 21-1-09369-002
120
SHANNON&WILSON, INC. FIG. A-19
m Geotachnical and Environmental Consultants Sheet 2 of 2
u-
TEST DATA BORING 16
H 1 .�i t u DE IPSCR ON W ■4 3.'
C a Gcou Z3
J LU O I d m U pt�Symbol Surface Elevation(fe):ter-
/ tetbcd cd tae sandy silt and silty tnc sand with roots(soft,
SM loose,moist)
MD 33 78 3
5 ML Gray silt.ith fine"ad(very soft to soft,weQ $
2 ,
10 V
1 �
~
15
lj
W ML Gray silt with lenses of peat(soft,ret)
tL
Z
'+ MD 64 61 3
t-
0 20 2C
4 Grades to with leases of fine sand
2$ 2$
- SP Black floe to medium sand(medium dense,suet)
29
30 30
o MD 24 101 31 t
a
35 3$
Ce
N
7
N
N 0
140
40
a Note:See Figure A-2 for explanation of symbols
CM
v
Log of Boring
coo
Geo N�Engineers Figure A-34
q
Strander Boulevard /SW 27th Street
o Improvements
4 Renton and Tukwila, Washington
0
LOG OF BORING B-302
February 2004 21-1-09369-002
SHANNON&WILSON, INC. FIG. A-20
i $ Geotachnical and Environmental Consultants Sheet 1 of 2
s �
'IF,SI-DATA BORIN16
(Continued)
y ■
• C
DBSCRHMON
~ a.� 7a�' O 7 E Group!
l -+O • 5 bo
J LUG 00— ML) 71 � 4
4,0
14 p
45 4
Sp—Gray fine sand with silt and a tractor organic matter(medium
SM dense,wet)
12 4
i
5(
50 �v
MD 27 101 r
55
55
W
w
U.
z 12 ® Grades to sand with shell fragments 1
S
a 60
O 60 M1./ Gray fine candy silt to silty fine sand(medium stiff,loose,act)
SM i
6 ■
65
65 SM Gray silty fine sand(medium dense,.vet)
22
7l1
Ill SP— Gray fine sand with silt(dens,wet)
SM
U
U)
0 79 ,
Boring completed at 73.5 feet on 12/6/90
Q Ground water encountered at apprmdmately 6 feet during drilling 75
g 75
o
N
7
N
N
O
m
80
� 80
co Note See Figure A-2 for explanation of symbols
�,��, Log of Boring
4 Geo�!Engineers
Figure A-35
co
en
Strander Boulevard/SW 27th Street
Improvements
4 Renton and Tukwila, Washington
c
m
LOG OF BORING B-302
February 2004 21-1-09369-002
° StiANNON &WILSON, INC. �Sheet
mGeotechncal and Environmental Consultants
BORING NO.
` Logged ELEV.By SrL -
5..
Date 7-8-87
Depth tN? W
Graph CSSoil Description Ihl Sample BlowsUS 1
(X)
1/2" sod
sw- Tan gravelly silty SAND with scattered = 38 9
,• sci cobbles, dry 5 = 6 18
Moist below 1', gray below 2.5' qu-l.Otsf
3 85 Lh 68
Brownish-gray organic SILT, moist, =
.oh medium stiff 10 PUS}i 48 pI' 6
123
Interbedded with peat 11' to 14' PUSH 252
15 42
s Q 16 29
ml- Interbedded gray clayey SILT and black 20
sm silty SAND, wet, medium dense
16 28
25
r ------ = 5 34
Gray SILT, non-plastic, dense, wet,
ml 3" layer clayey SILT @ 28.5' 30
- = 12 23 .�Z.
' 1. 1 Grayish-black silty fine to medium 35
SAND, vet, medium dense
sw � 17 24
F With shell fracpaents below 37.5' 40
r
tt 2 21 21
hL�err,
Boring terminated at 44 feet below existing grade. Groundwater
encountered at 17 feet during drilling. Boring backfilled with
cuttings.
U
N
0
L
7
Q
C
N
N
N
C) K. A M M/•••'M rt Mr.w.w
•.�..«a+a.�MO.O wow+r..M.•�"1 V.Iwo Mf v..ft o b f"-8 0/...►rr r .►�•�
m papww.�.Tti.,w.w row•ay.*yw...r+I.r.r�...w� w.•d a..o MrawM
0
BORING LOG
PROPOSED WAREHOUSE
N
S REtrIOh, WASHINGTON
tCN
o CO12tUlSY><t Il1C.
GEOTECNNiCAL ENGtNECRING A GEOLOGY PfOJ.NO. 3453 tDate 3uly'87 Plrt! 5
Co
4
Strander Boulevard/SW 27th Street
N Improvements
Renton and Tukwila, Washington
M
LOG OF BORING B-303
February 2004 21-1-09369-002
SHANNON&WILSON,INC. FIG. A-21
mGeotachnical and Emironmental Consultants
LL
i
3 i
t
BORING NO. A
Logged 6y- TI. -5 _ •
IM 7-7-87 ELEV.
US (N)
Graph CS Soil Description (tt.) SarnG)e Slows M
PL {
1/2" topsoil
SW- Gray gravelly SAND with scattered Z 48 7
SH cobbles, moist, dense (fill) 5 -=T7 26 14
1L ( 1
PUSH 225 j
ml Brownish-gray clayey SILT with scattered 10 -(j PUSH 115 LL-46
organic matter, moist, soft PUSH 54 PI- 8
r
Gray sandy SILT, wet, loose 15
23 3524
sm 81nc7y fine S=6 wet, fae&hM dierrse 20
- � a`y�=brown C grayinterlayered claye 8 53 qu-0.25tsf
SZL2_ organic silt t sand, wet, very soft :5
am Black fine. to medium SAND, wet, medium � 20 28
dense
30
3 24
sm_ Grny cl SAND1 wet, very soft, with
—' -- —' scattered gravel 33
Gray silty SAND with shell fragments, = 14 21
~� am wet, mediva dense 40
16 1 22,
Boring terminated at 44 feet below existing grade. Groundwater
encountered at 9.5 feet during drilling. 1" PVC standpipe installed
to bottom of boring. Lower 10 feet slotted_ Boring backfilled with'
cuttings.
Water level an 7-9-87 was 6.8 feet.
`� • Vertical tlatuz unknown. Elevations determ?ned with respect to a
$ temporary bench ma.k, the top of the n;.rth side of Southwest 27th
Street, at an assumed elevation, e,` S.0 feet.
g
N
V
N
O
lwrb m"Mr�r.rc+.f+�.w M M...+wr a rw r"ry ftsaM M -
� ,yw"t TN,w.,r..c...rry wrw.w.M�•>•.M ti�r M►r..r�a.M wMw�r M�rr iv wrywww R�►►•
co
BORING LOG
PROPOSED W"MIOUSE
0
cI -REPfTON, WASHINGTON
In
11 1 .
11
9 GEOTLCHNICAL CNGIM&L-AtNG !GEOLOGY Prol.NO. 3453 Daft July'87 Plitt 4 s
O
Q
Strander Boulevard/SW 27th Street
N Improvements
O
4 Renton and Tukwila, Washington
0
LOG OF BORING B-304
February 2004 21-1-09369-002
0
SHANNON&WILSON, INC. FIG. A-22
m Geotachnical and Environmental consultants
Test Pit Log
Project Name: Sheet of
�. S.W.27TH Street Warehouse 1 1
Job No. Logged by. Date: Test Pit No.:
3453-4 DSL 8 3 94 TP-1
Excavation Contactor. Ground Surface Elevation:
Evans Brothers Construction f
Notes:
u— — Surface Conditions: Grass
— o N o
T v tL S
L N N N
SM IL; Brown silty fine to coarse SAND with gravel,medium dense,moist
1
SP-SM F1tL• Brown poorly graded medium to coarse SAND with silt and gravel,medium dense
2
4.4
3
r
4 Fll1_ Gray poorly graded medium to coarse SAND with silt
5
6
-slight caving
7
8 very minor seepage
PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to
` saturated
91.1 u 'L' 9
10
11 ML Gray SILT,soft to medium stiff,saturated
46.1
12
13
14 Test pit terminated at 14 feet below existing grade. Very minor groundwater seepage
CJ encountered at 8 feet during excavation.
o
z
0
N
7
N
N
Q p
m �
Q�
Test Pit Log
Earth Consultants Inc. S.W.27TH Street Warehouse
4 Renton,Washington
a
FPros.No. 3453-4 Don. GLS Date AUg'94 Checked DSL Date 8/17/94 Rate A2
o Subsurface conditions depicted represerrt our observations at the time and location of this ex oratory tote,modified by engineering tests,
9 analysis and Judgment. Theyy are not necessarily represented"of other times and locations.We cannot accept responsibility for the use or
Interpretation by others of inlormadon presented on this log.
01
Strander Boulevard /SW 27th Street
4 Improvements
Renton and Tukwila,Washington
co
LOG OF TEST PIT TP-301
February 2004 21-1-09369-002
0
SHANNON&WILSON,INC. I FIG. A-23
_m Geotachnical and Environmental Consultants
..1
Test Pit Log
r
Project Name: Shoat of
S.W.27TH Street Warehouse 1 f
Job No. Logged by: Date: Test Pit No.:
3453-4 1 DSL 8 3 94 TP-13
Excavation Contactor: Ground Surface Elevation:
Evans Brothers Construction f
Notes:
W =0 C d N Surface Conditions: Grass
(%) A T v tL to T
L to (N in
SM FILL• Brown silty SAND with gravel,medium dense,damp
1 SPSM FILL Brown poorly graded SAND with silt and gravel,medium dense,damp
3.9 2
3
4 -becomes wet
5 FtIJ: Gray poorly graded SAND with silt
10.1
6
7
8
45.8 = = PEAT {n+nor seepage
, `+,, il 9 Brown fibrous/woody PEAT interbedded with organic silt,very soft to soft,saturated
102.3 v, 10
11 MH Gray elastic SILT,soft to medium stiff,saturated
43.3
qu=1.2S1.5tsi 12
48.5 13 {
qu<.5tst
14 Test pit terminated at 14 feet below existing grade.Minor groundwater seepage t
CJ encountered at 8.5feet during excavation.
Q
N
o
C,
0
N
N
'Q
p P
m U
ca
O \
1
Test Pit Log
Earth Consultants Inc. S.W.27TH Street Warehouse
Renton,Washington
a
0- Prof.No. 3453� Dvm. GLS Dats Aug'94 Checked DSL Date 8/17/94 Plate Al
N Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
0
4 analysis end judgment. They are not necessarily representative of other times and locations. a cannot accept responsibility for the use or
m Interpretation by others of Information presented on this log.
co
Strander Boulevard /SW 27th Street
N Improvements
o
4 Renton and Tukwila, Washington
0
LOG OF TEST PIT TP-302
February 2004 21-1-09369-002
g
SHANNON 8r WILSON, iNC. FIG. A-24
m Geotechnical and Environmental Consultants
LL
Test Pit Log
Project Name: Sheet of
�) S.W.27TH Street Warehouse 1 1
Job No. Logged by: Date: Test Pit No.:
-� 3453-4 J DSL 8/3 94 TP-2
Excavation Contactor. Ground Surface Elevation:
1 Evans Brothers Construction f
Notes:
Surface Conditions: Grass
rno
to T d IL ro D T
L to 0 r» fA
-t SP•SM FILL&own poorly graded medium to coarse SAND with silt and gravel,medium dense,
f moist
J t
2
4.7
3
1 5
-1 13.6
6
7
{minor seepage
8 PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium
108.2 y , stiff,wet to saturated
10
J r.
v, 1
ML Gray SILT,soft to medium stiff,saturated
51.2 13
14
vai 15 Teri pit terminated at 15 feet below existing grade. Minor groundwater seepage
oencountered at 7.5 feet during excavaUon.
0
Q
g
i o
I N
N
o a
P
O �
m Test Pit Log
Earth Consultants Inc. S.W.27TH Street Warehouse
op'a."xrw"' Renton,Washington
a
FProf Wo. 3453� Dwn. GLS Dau Aug'94 Checked DSL Date 8/17/94 Plats A3
o Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests,
4 analysis and judgment. They are not neceswity representative of other times and locations.We cannot accept responsibility for the use or
Interpretation by others of Information presented on this log.
M
t 4
Strander Boulevard /SW 27th Street
Improvements
�l. 01
Renton and Tukwila, Washington
M
LOG OF TEST PIT TP-303
February 2004 21-1-09369-002
e
° rSHA�NON&WILSON,INC. /�Geotacl and Environmental consultants FIG. A-25
U-
DRILLING COMPANY: Holocene LOCATION: See Figure 2
DRILLING METHOD: HSA,split spoon sampler
DATE COMPLETED: 4/27/98 r l
SURFACE ELEVATION: 20 t Feet LOGGED BY: MB '
i
C LU r_....
w rn < m rn N Standard Penetration Resistance
J CL>- N c rn 4 (140 lb.weight,30'drop) o '
v o ,~„ w ro t o ♦ Blows per foot `
= O� a Q. °' w 7
Z c 00
p w ¢ DESCRIPTION y N a.- O 0 0 10 20 30 40 50 0 j
0 SM Loose to medium dense,dark yellowish brown,
slightly gravelly,silty SAND,moist. Fine to
coarse sand. Rne to coarse subrounded
gravel.Trace organics,grass,roots. S 1 7-7.7
(FILL)
:......:...... ............: - - 5
I
5
S-2 3.4-5 w
// OH Medium stiff,very dark brown,ORGANIC SILT, s t
10 j% moist. Contains organics,peat,reeds,leaves. ....... - - 10
/j S-3 1.2.3
ij
15 j/
SM Loose to medium dense,dark grayish brown, S 4 2-2-4
silty SAND,moist to wet. Fine to medium
sand.Trace organics,grass. ......!.....'...... ............ ...... _ _ 0
20—
(ALLUVIUM)
ML Soft to stiff,very dark grayish brown,very S-6 5-2-9 GS
sandy SILT,moist to wet. Fine to medium
sand. ..... ...... ... - 25
`......E ..
25 i
At 27.5 feet grades to very stiff SILT with �j S-6 5-11-13
0 A
trace of fine sand. Contains trace fibrous
organics matter. _ 30
30 :......:......
;............:......:
Q
At 32.5 feet grades to dark gray,sandy SILT, S-7 2-2.1
`o wet. Fine sand.Trace shells in sampler tip. - 5
$ i !
Q 35 ......;......:......_......;.-.... ...._
3
r
-- --- --- ---- V -A,N SM edium dense to dense,dark gray,
M silty SAND, S-fl 2-6-10 GS
N
wet. Fine to medium sand. Trace organics, i
CIA wood fragments. 40
0 40 0 20 40 60 so 100
m
Water Content M
O
Plastic Limit F--+ Liquid Limit
Natural Water Content
m
j NOTE:.This log of subsurface conditions applies only at the specified location and on the date indicated
and therefore may not necessarily be indicative of other times end/or locations.
4 SW 27th Street Culvert Replacement
BORING: BH-2
Renton, Washington PAGE: 1 of 2
to HWAGEOSCIENCES INC
4
Strander Boulevard/ SW 27th Street
Improvements
4 Renton and Tukwila, Washington
in
co
a
con
LOG OF BORING B-305
February 2004 21-1-09369-002
SHANNON&WILSON, INC. FIG. A-26
m Geotachnical and Environmental Consultants Sheet 1 of 2
r i DRILLING COMPANY: Holocene LOCATION: See Figure 2 -
DRILLING METHOD: HSA,split spoon sampler DATE COMPLETED: 4/27/98
SURFACE ELEVATION. 20=Feet LOGGED BY: MB
w QL U H Standard Penetration Resistance
Z y c w 3 (140 lb.weight,30,drop) o
F J O W W w m t— (] ♦ Blows per foot •-'
2 2 2 0 H 2 - - w
p m a DESCRIPTION rn N o_g O t7 0 10 20 30 40 50 40
40 _ E i
E� -
SP Medium dense to very dense,dark gray fine to S•9 13•la 14
coarse SAND,wet. Some shell fragments.
45
i S-10 12.12.16
—50
50 s a ..
3ra i >
�S-11 15.23.29
•r ...... ........... ...._......i 55 5
!, 5
�S-12 9-15-20 -
6
. _ _ 0
60 End of borehole at 59.0 feet. f
i i i i i i
Groundwater seepage encountered at 17.5 feet
at time of boring.
6 5 '..
6 5
e ; i
.................. 70
70
m
ra i i _ _ 5
75
fV 180
c 80 0 20 40 60 80 100
ie Water Content M
O
Plastic Limit 1--0 Liquid Limit
Natural Water Content
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
and therefore may not necessarily be indicative of other times and/or locations.
CD
$ SW 27th Street Culvert Replacement
BORING: BH-2
HWAGEOSCIENCES INC Renton, Washington PAGE: z or z
4
Strander Boulevard If SW 27th Street
N Improvements
$ Renton and Tukwila, Washington
CA
LOG OF BORING B-305
February 2004 21-1-09369-002
0
SHANNON 8r WILSON,INC. FIG. A-26
Geotechnical and Environmental Consultants Sheet 2 of 2
LL
` j
LOCATION: See Figure 2
DRILLING COMPANY: Holocene 9
~=
DRILLING METHOD: HSA,split spoon sampler DATE COMPLETED: 4/27198
LOGGED BY: MB
SURFACE ELEVATION: 21 3 Feet ;
N W Uon Z
u wa a r < Standard Penetration Resistance
F Z N c w 3 (140 lb.weight,30'drop)
O w w W r0 F— o ♦ Blows per foot
in
= m ZE 2 3 = O
Z o
p in ¢ DESCRIPTION to rn o_ o 0 10 20 30 40 50 O S 1
0 7'asphalt concrete.
SM Medium dense to very dense,dark yellowish
brown,slightly gravelly,silty SAND,moist. a>
Fine to coarse sand.Fine to coarse,angular to S-1 16.28-28
subrounded gravel. [
......_.............
i
- 5
I �
5 (FILL)
t 3
Dark brown silt containing organic matter in ♦E 1
the sampler tip. S-2 13.17.6 ,
/j OH Soft,very dark borwn,ORGANIC SILT,moist. _
10 j j Contains organics,wood,leaves,reeds. i
;.....'.-....i 10
S3 1•1•2
Sz fi♦ i
SM Loose to medium dense,dark grayish brown to S-4 2.7-10
very dark brown,silty SAND,wet.Fine to
medium sand. ..............- 0
20
_. `...._..... .
(ALLUVIUM)
i � E
i
S-5 2-5-5
25 - - - 5
_ _ _
ML Very stiff,dark gray,sandy SILT,wet Fine S-6 7.14-14 XF
sand.
30 ........---E- .._.....5......i p
UQ
to - ------- - -- :♦ i
SM Loose to dense,very dark gray,silty SAND, S-7 4-4-3 XF
o wet. Fine to coarse sand. Contains silty - -L
Q 35 layers. ` 35
I 1
gS-8 3-8-10 '� p ♦
N i ; 40
C 40 ------------------------- i ? i
m 0 20 40 BO 80 100 I
m Water Content M
Plastic Limit 1-0—i Liquid Limit
Natural Water Content
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
vi and therefore may not necessarily be indicative of other times and/or locations.
o l .:
4 SW 27th Street Culvert Replacement BORING: BH-1
`o HWAGEOSCIENCH INC Renton, Washington PAGE: 1 or z
Cb
Strander Boulevard /SW 27th Street
Improvements
cm Renton and Tukwila,Washington
0
LOG OF BORING B-306
February 2004 21-1-09369-002
SHANNON &WILSON,INC. I FIG. A-27
m Gactechnical and Environmental Consultants Sheet 1 of 2
LL
l
LOCATION: See Figure 2
DRILLING COMPANY: Holocene DATE COMPLETED: 4/27198
DRILLING METHOD: HSA,split spoon sampler LOGGED BY: MB
SURFACE ELEVATION: 21 t Feet
N W V^ 6
Q W uj
m Z v rn Standard Penetration Resistance
L) y N c w 3 J140 lb.weight,30•drop) v
u J ca w w A. Blows per foot
_ O to ofd ¢; w 7 a
m Z W—DO F W
Ni¢ O
a
N ¢ DESCRIPTION rn rn a" O 0 0 10 20 30 40 50 40
' 40 Sp Medium dense to dense,dark gray,fine to
medium SAND.
.) S-9 11-11-13 GS •
...... ..... ..._._.........- - - - 5
45 Encountered some shells.
......i......
4
♦ i iA i
�S•10 8-11.11
5
50
5-11 10-18-20
'..................s....» ......i - 5
55
�S-12 6.7.5
g...... ......i...... ......................... - 0
60 End of borehole at 59.0 feet.
Groundwater seepage observed at 17.5 feet at
time of boring.
.............I............. .....'..... _ 5
65 i '•
i
._........ .
6
_...._...... ..._......_
... ...:.'.....'
70 f
7
Q
N i i
.............- - 75
.....
<' 75
i
0
�'. N i
N
80
0 80 0 20 40 60 80 100
g Water Content M -
p Plastic Limit Liquid Limit
�! Natural Water Content
NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated
tl1 and therefore may not necessarily be indicative of other tunes end/or locations.
m
BORING: BH-1
g U0
SW 27th Street Culvert Replacement
4 Renton, Washington PAGE: 2 of 2
HWAGEOSCITNCES INC -
4
Strander Boulevard/SW 27th Street
N Improvements
$ Renton and Tukwila,Washington
LOG OF BORING B-306
February 2004 21-1-09369-002
_ e
4 SHANNON&WILSON,INC. FIG. A-27
Geotechnical and Environmental Consultants Sheet 2 of 2
u-
LAI-9 S
SAMPLE DATA SOIL PROFILE GROUNDWATER I l
$ a Drilling Method' flow-stem Augur
€ =p Ground Elevation M-
Drilled By: Cascade 272"1 Ine'
b
SW Iris s[(loose.wctl(no adw.no
1 '
I :
2
i
- r
ATD I
1 •1 G 0
.s
p r
ML �rv+m,vr�dj.SILT wM�nfa(m�Kn
a til.motsQ
,b t o
2 at 7 0
v
C.ompbtad 01r19M
Tow Deoll+d Soria+,,.b h
g
C)
4 N
p 1�
m i
0 � �
Vela ,.svadp,.o►,i<�.tis�-.nr w.e+e,rra hwvuB«,s.,a w.ovrarYAa..
2 mdcrenm sofa WQ a 1Fds read is rwcggry for a pgr r wdrstanlry al rAgUrbu COMMO ts.
x Rdw to Ma Cassleddan]ysum and KW ttaiea rw e>¢atiVon of m.d%id+"symbela
ai
m �19tN8 (_ .
M ConocoPhlllips-Renton
14 3 Tertnina! Log Of Bering LAf-15 �_2'�
LANDA
AssoctATBs Renton,Washington
cn
Strander Boulevard/SW 27th Street
cq Improvements I
cn
Renton and Tukwila, Washington
0
cn
LOG OF BORING B-307
e
February 2004 21-1-09369-002
g
m GSeotechnNllaanddE8mwmentallCoonsulttanntts FIG. A-28
LA1-12
SAMPLE DATA
SCtL PROFILE GROUNDWATER
3 Orilfing FAathed' Haiow�ste*r+A r
t ■o E � i
9 _ g Ground£levown 0)-
1 L3 Drilled.By: Cascade Drii6ng Inc.
y E_ o „ y�
H E V7 E AD7
n dew eder.na 0—)�
0 tnwdu
s
i
�j
I
I
-) �Z ATO
1 21 20 0
1
ML �rwR SfLT wih uxa wndind ail°ems—'——'— ,
■_ 0-&rnakt)
� 1a
2 a1 4 0
U
O
12 ewMq Canpletet ov2wos
Teett oeotn Of Garirw•11.51<
04
o
N
04
0 1{
{ m �
o
g
tiers, t, su��cantaCs rc hued an r�td iMrpteusarc and«e*p�ye-
°' S. Rdr nnw b a.e we of oftt�+tr 19 n�asa�ry tars Orwa WAam0lnd{nd d 7YbCl.r�laa �.
v 3. Raw b"Sol Ck-dca6on*31all Irb KeY f4++rr to e*Fw1e"ar p �"a'�R1Oas
c
Figure
m Con locoTermiina ton Log of Boring LAW2 A-1 8
LVMAU N
Renton,VYashington
to ASSOCIMTES
4
Strander Boulevard /SW 27th Street
N Improvements
Renton and Tukwila, Washington
c,
LOG OF BORING B-308
February 2004 21-1-09369-002
9 SHANNON&WILSONI INC. FIG, A-29
Geotachnical and Environmental Conaultanta
ti
I i
LA141 r
t 3
SAMPLE DATA SOIL PROFILE GROUNDWATER
O PrNI'uty Aletttod` NaMaw-sleet Auks ON.ai �_`
y Z 4 s rn Ground Elevation(RI-
�
8 9 g s 8 C)rWed By: Cascade g Inc. e
s Orft �
❑ a�m m � a �
8M Gray.athy Me to madwm 8lU1 with Wavel ~ .�
r 4 odor, I AO shell i ,
(medium dsnae, I S� Proltsrne ws7
manyrnwo VA
owwrt."a
senmrim clips
IaneAi0rro0w, I i
6theaule 40,pvC wen
a -
ATD I
a, 15 10/20 Sane►ad'
6saner r• `
SeheAufa 40,40,PVC
tera�R(O.Ot0.41e77 Mt
as.)
71
1
tML �rvwt,ylT an hate tam in'd oryerlln-
(Fah,redat) Threaded End-,-n
A
o
u�
o rt
d 72 B�rep C.mpfwe otasm
4 � Total Depth of BOrinp•t 1.S ti
N
N
O 1a
m fg
0 5
Noter. 1. YUetgnohka b east--an beard ee etch hRarprwt+Eern all an appledmeta-
'tum2- Aawan me Rat at tin rep-M isheamea7 to a proper taweratandvq d syexeteas wndiltafi
0- Rot-1n'sd 0 soicatkn sytwm area Key'ague ter eayterutttv�d pr.vRto<ans aymbek.
(6
0 ConoeoPhtlt4ps-Renton Figure
N Terminal LO9 of i AI-11
S Renton,ViasHngton A_1 cn
Q 1 :
Strander Boulevard/SW 27th Street
�
q t
Improvements i
Renton and Tukwila,Washington
ID
0
LOG OF BORING B-309
February 2004 21-1-09369-002
0
SHANNON &WILSON, INC. FIG. A-30
_m Geotechnical and Environmental Consultants
LL
L._3
LAI
SAMPLE DATA SOIL PROFILE GROUNDWATER
B Drnn9 McOwd- Noaow-stun Auger D•W
Ground Bev�tion(tl)
Drilled By Cascade is U!N inc. • 3
N
p to d t� � 0. l7 � .,•- '
0Graff,a41y,ree to macb,"3MtD M wwvd
(medium dense.weg(no adx,ro%hew) pmtecbve woo
manumetd and
aoncJala teal
tientanita CfwPs
4-Fldl dWnata.,
s.d"Nk"40.PVC Wei
_ easn0
4
ATID
is c
7 at $1 C --1=0 SOnd PaCK
{ 6 - .•r.
4'nd+&amettr•
SCIudVIO a0,PVC
ac04n(0.010.inCt1 sk7(
size)
1
1
L
Ml Moen,SIIT vritn haCa sar+d and tfgrka -
(�moicq TnreaAed Endap
na
U
Q
L potlnACemplaMd DV19/DJ
t 2 fertsl Depth M liorsq 11.5 K
Q
g
N
•
N
N O p 14
i
m
ca
Netex 1. go, ipraptwn cw4o-u ate,braced an fMM Mkrprtadwo end aft t1W-iff0ft
2 R.fwnca M dw"A or this mpat is for■Paper VrWW ft2 of subsar =wMans.
.D 7. Rdc M'Sui Claaaifl4wnPn syatae anC><vy'11p�.e far eeplriaYen d or+at+b�aY�a-
Figure
0 ConocoPhiMPS-Renton
Terminal Log of LAI-100 LANDAU q-16
mASSOCIATES Renton,Washington
C
4
Strander Boulevard /SW 27th Street
Improvements
4 Renton and Tukwila, Washington
LOG OF BORING B-310
February 2004 21-1-09369-002
O_
SHANNON&WILSON,INc FIG. A-31
mGeotechnical end Environmental Consultants
- iL
LAI.1 t
SpMPLI?DATA bolt PROFILE
GROUNDWATER
htoMtn� Hoiow slam huger Detag ;
E
T
Q! �£ ►- g � � GDround fltwatltxt(t): ....-.
o�
DtAkd By' Cascade ptilllrtg Inc �
w— w
tA.!
0 f �•
sM ;.
Protective rat) j
menumenl and
tamosIt sea)
I �
2Sched embntd Wps i i
�hch dw.war.
L hV""%Are10 m*d-M SAPID-VI Ot ca"V .40,PVC we'
and orevet 0003e,moist)(no odor,no uss'�
i
1 e2 1s 10 Owen)
•
2 22 44
6 P Cray, ne to medwn SANO With VIVOI
(boas N M066"dense,-+t)(very 309ht 2f12 Sand Pad
aac011M-*&odor,no tt)xen) ATD
' 4-ineh dianwter,
Schedule 40.M j
screw(0.01")ch W
a also) t ,
22 22 0
Tt„esded end cap
4 0 Z< 0 1t W1►-wn n�(stA,Mod
odor.no shrn)
1n
Bor4t0 Compteled 01ASr03
U Tobl DO^of awt v 10.0 R
r 12
7
N
p 14
m � �
Notes J. 5"*Vwphk eonlaeb an hood on n-td 1r%WPRW4Q-and an appasirnata
2. Refannrt to the feat of 1ys repot k aetzasary 1br a PMPer urWW%andin9 of�aasulfaae ten tt
a3. Raw to'a01 Cj"j Cg00n Siskm and tW fW_br d V"Vics wtd r bow
N I
m° Conc=PhilGps-Renton Fl9ure
N , Terminal LOg of LAI-1 A_7
C ASSOCIATES Renton.Washington
i 4
14
Strander Boulevard/SW 27th Street
Improvements
to M Renton and Tukwila, Washington
Co
a
LOG OF BORING B-311
February 2004 21-1-09369-002
0
SHANNON &WILSON, INC. FIG. A-32
m Geotechnical and Environmental Consultants
LAI-2
SAMPLE DATA
SOIL PROFILE GROUNDWATER
7 Darg tdethod- Motto>r-sldm Atuger Dote"
o Ground Ekvatfon cn>
Is
�E E r p�Q .N DrMed By: Cascade Dtlling Inc
900 s C7 7
SSA ••' —PrvlcctivewtA
mo%wmm and
ooneel.f.al
i fler�[dnRe digs .
2 14nd+dtameter.
gslf161A•b,PVC wr%
Llpht brvom isle b medium SAND�A+ail ca*Q
.nd 9rw.1 ems. (ne sdor,ao
Sheen).
e2 14 37.9
--.
� t
s a 42 u 53
t SP Gran.>1nc b agree 9I N0 -
3 a so 0.9 (medium dwus b vorT denas.�(^° 2n2 Sane Px1
odor,ro sheen) ATD
' -.—aixn et�mewr,
schadule 40,Pvc _
aoreen I0.00-kKh A-t
site)
a
e Thread..snd c"
g 6(aMn.< M4+roob(vvr 7A71,IM 0 Iro
s L2 x o odor.no them)
�! 10
g owing compktsd O VOW0s
` Toy D.Vs of moe4v a tat tt
�{ o tx
Q
o
N f
04 j32
N
N p 14
c' >�
RI
l7
�
Notes t btraGOraoll a ao are b-M on Ifdd frtaiapreted0ns a,d am
a;pnaainste.
o R asauary fors pMW yndsrstae Mj of au0wisos mn flC
ba Set Gdfa
v 7.VAW asUon Systom and KW folds for WMASM150n of WW. a Sod arrnedls.
c F1gUfe
m ConocoPililGps-Renton Log Of LAI-2 A-V
N 1ANDAU "ferrrttnal 9
4 ASSOCIATES Renton.Washington
to A
Strander Boulevard/SW 27th Street
N Improvements
i9 Renton and Tukwila, Washington
! ` c
LOG OF BORING B-312
February 2004 21-1-09369-002
9 SHANNON&WILSON,INC. FIG, A-33
Geotechnical and Environmental Consultants
m
ii
r�
i l
1.AI-3
SAMPLE DATA
SOIL PROFILE GROUNDWATER
a Dr2 ts9 Method• Holb{rst rn Auger Detail
I -
T T E
Ground Elevation(R)• � i f
3 C v Dtifled By: Caat2de lhilring lrte,
0 3M
�M " • Pn�octhewatl 1 ;
e', '� maaRnaA a+fd
canaate anal
Ii
' r
sedanke ct inx '
2
—4-inch diarrtaMr.
laht txvat{,am to wdium SAND-Ml adt irnasWe 40,PVC w el
and 7wol()ouc v4l)Ina seer,ro ariq {
than)
{ .: to a
2 a2 2S 10
e
2 u —2{2 sane Pad
ATO
5Y Gra1• to mc*Arl SAND WtC+WIVLi � +eiarnaUr, j
Sdxduk 40,PVC
Qaaae.V-0(vat right y.toine-l-Aa sea. ltr+N(0,010-kxh SW ,
noftiM) �)
f
4 42 24 0
3
r S Q 26 0 Mt tirover4 �^�rOpa .maul)(no Three dad end coo
J odor.rte ltleen)
BoM1nO CmnOte'ted O11C0J03
UQ Tolal Dayth at Dana 10.6 0.
to
o
tI
Q
v � �
C I
o
N
7
N
N
m I
0
Nakx 1. 3%r%*wha vmd K%we lased an field lnbrpab *and ne SPPO*rwW
N2. n.kreftse to a»wR or a"r.wa is n.a.a..ry.er+vrapr endnS+a�M1q a subswr a m,atot,i
N
1gS 3 R.W to-301 Gasaftatlen 3y3km and Nef nyure fa o�lu aNn al�aPl ks and f
0
m° Cor>omPhitlips-Renton Figure
N Terrrtmal Log of LAI-3 A_9
O LANDAU 4 AMOCI—CS Rentnrt,Washington
9
co
Strander Boulevard/SW 27th Street
i o Improvements
■ co
Renton and Tukwila,Washington
0
LOG OF BORING B-313
February 2004 21-1-09369-002
0
SHANNON Sr WILSON, INC. FIG. A-34
m Geatechnical and Environmental Consultants
LAI-15
SAMPLE 0ATA SOIL I PROFILE GROUNDWATER
t.
ob onTM9 Method'Ftot(ow stem Auger
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BORING N0. S
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*TEST DATA L6r DESCRIPTION
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SM BROWNISH GRAY SILTY SAND WITH GRAVEL AND
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20
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LOG OF BORING B-315
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SHAANNiON&WIL sON, INC. FIG. A-36
PI.AT 3
BORING NO. I
ELEVATION: 17= FEET
*CFJ3HIC
*TEST DATA 1,oc DESCRIPTION
0
SM BROWN SILTY SAND SMITH GRAVEL AND CONCRETE
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February 2004 21-1-09369-002
SHANNON&WILSON, INC. FIG. A-37
mGeotechnical and Ern onmental Consultants Sheet 1 Of 2
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NEST DATA tDC: DESCRIPTION
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TEST PIT SEVEN ELEVATION: 17= FEET
GRAYISH BROWN SILTY SAND WITH
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TEST PIT COMPLETED AT 11 FEET
- ON 10/8181
NO GROUND WATER SEEPAGE OBSERY
DISTURBED SAMPLES OBTAINED AT
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. TEST PIT COMPLETED AT 12} FEET 1
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GROUND WATER SEEPAGE OBSERVED AT
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' Hole No. B—� PROJECT:Lind Avenue Warehouse LATE DRILLED:7/20/94
GRILL RIG:Truck-mounted LOGGED BY:Mark Dodds,P.E.
HOLE DIA:8 in. SAMPLER:SPT
INITIAL HATER DEPTH:20.0 ft. HOLE ELEY: 1 Road S.H. 29th Street
FINAL HATER DEPTH:20.0 It. TOTAL DEPTH:39 ft.
N
W
SOIL GRAPHIC s' BLOWS REMARKS
DESCRIPTION TYPE LOG < /FL
N
Surface-Brown grasses and weeds. Brown gravelly silty Sand with Fdl
some coo Dies,line grained,moist,loose to medium-dense. (Fill)
Gray silty sand,medium-grained.very mast,Bose. (Ft)
6 Moisture content -82.4%L.L.
Datlt blown ltorous organic Silt,wet,soft. OH =64.4X P.I. = 14,4X
Il' 5
Brown silly Sand and Sat,tine to medium grained,wet,soft. SM/ML
3 Moisture content =32.5%
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8 Moisture content =37.7%
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N o N 0 DESCRIPTION SURFACE ELEVATION: s S.N.291h St.
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2 �
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BORING NO.
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Date 1/10/85
�I Depth (N) W
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gray silty SAND, fine grained, with
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ml _T 21 13
medium dense (FILL)
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3ff€ wet 9 30
sm black red-speckled silt SAND, , 20
medium dense
mh gray clayey SILT, wet, soft to 9 33
; s.: F - 25
sm gray sandy SILT with sand lenses, wet,
jl ml loose, slight plasticity
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February 2004 21-1-09369-002
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LEGEND
' 8-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120
(Shannon&Wilson,lnc.)
9 Strander Boulevard/SW 27th Street
NOTES
N Current Boring Designation and Approximate Location Improvements
B-200 � Shannon&Wilson, cale in Feet g g Renton and Tukwila, Washington
� ( Inc.)) 1. This figure is based on drawin s
B-300 Boring Designation and Approximate Location(previous,b others) provided by Perteet via the
9 �°1PP (P Y
Buzzsaw website:22044EB.dwg,
TP-300 Test Pit Designation and Approximate Location(previous,by others) dated 8-22-03;22044pts.dwg and SITE AND EXPLORATION PLAN
22044ROW.dwg,dated 7-9-03.
Cone Penetration Test Designation and Approximate Location
C-300 g PP 2. Survey performed by Perteet.
� (previous,by others) , - i � I
9 A Generalized Subsurface Profile Desi nation and �__ February 2004 21-1-09369-002
g Approximate —J
3. Elevation datum is NAVD88.
Location(See Figure 3) Sheet Key Plan SHANNON&WILSON,INC. FIG. 2
o LL Geotechnical and Enwonmental consultants Sheet 1 of 8
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Boeing Longacres Site N -Y
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-LEGEND
B-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120
(Shannon&Wlsonjnc.) Strander Boulevard SW 27th Street
9 Current Boring Designation and Approximate Location NOTES Improvements
B-200 (Shannon&Wilson,Inc.) Scale in Feet 1. This figureis based on drawings
r4 Renton and Tukwila, Washington
8-300 Boring Designation and Approximate Location(previous,by others) provided by Perteet via the
T-F Buzzsaw website:22044EB.dwg,
TP-300 Test Pit Designation and Approximate Location(previous,by others) dated 8-22-03;22044pts.dwg and22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN
Cone Penetration Test Designation and Approximate Location
P C-300 (previous,by others) 2. Survey performed by Perteet.
129 February 2004 21-1-09369-002
9 At Generalized Subsurface Profile Designation and Approximate 3. Elevation datum is NAVD88.
Location(See Figure 3) Sheet Key Plan SHANNON &WILSON, INC. FIG.
Geotechnical and Envimmantal con-ftants Sheet 2 of 8
ff L
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Boeing Longacres Site - :� - - --- --
to $-11,2
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q
e LEGEND
8-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120
(Shannon&Wilson,lnc.)
Strander Boulevard/SW 27th Street
N 8-200 ® Current Boring Designation and Approximate Location NOTES Improvements
(Shannon&Wilson,Inc.) Scale in Feet 1. This figure is based on drawings- g g Renton and Tukwila, Washington
I T _ _ provided by Perteet via the
r
� 8-300 � Boring Designation and Approximate Location(previous,by others) �� � j
I T Buzzsaw website:22044EB.dwg,
s TP-300 Test Pit Designation and Approximate Location(previous,by others) _ dated 8-22-03;22044pts.dwg and SITE AND EXPLORATION PLAN
_ 22044ROW.dwg,dated 7-9-03.
Cone Penetration Test Designation and Approximate Location
P C-300 (previous,by others)
2. Survey performed by Perteet.
9 A Generalized Subsurface Profile Designation and Approximate _,__ _ � February 2004 21-1-09369-002
m Location(See Figure 3)
Sheet Key Plan
3. Elevation datum is NAVD88. SHANNON&WILSON INC. FIG. 2
,
LL Geotechnical and Environmental Consultants Sheet 3 of 8
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Wetlands
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LEGEND
1 m B-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120
(Shannon&Wilson,lnc.) Strand Boulevard/SW 27th Street
B-200 AL Current Boring Designation and Approximate Location NOTES Improvements
(Shannon&Wilson,Inc.) Scale in Feet 1. This figure is based on drawings Renton and Tukwila, Washington
d� B-300 Boring Designation and Approximate Location(previous,by others) i '" provided by Perteet via the
— T Buzzsaw website:22044ES.dwg,
M
s TP-300 Test Pit Designation and Approximate Location(previous,by others) I dated 8-22-03;22044pts.dwg and
y -Cone Penetration Test Designation and Approximate Location �1 _ 22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN
_
C-300 (previous,by others) 2. Survey performed by Perteet.
A Generalized Subsurface Profile Designation and Approximate �� February 2004 21-1-09369-002
m t Location(See Figure 3) Sheet Key P 3. Elevation datum is NAVD88. S A
U. Y Ian cao�nnica�rtw n�m ICo��ts FIG. 2
t
Sheet 4 of 8
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TP-301 P-302
B-304
' B-305
Wetlands
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LEGEND
8. Current Boring Designation and Location Surveyed by Perteet 0 60 120
B-100 Shannon&Wilson,lnc.
( ) Strander Boulevard /SW 27th Street
N Current Boring Designation and Approximate Location NOTES Improvements
B-200 �]r Shannon&Wilson, cale in Feet
r N ( Inc.)) 1. This figure is based on drawings Renton and Tukwila, Washington
provided by Perteet via the
I B-300 Boring Designation and Approximate Location(previous,by others) !' Buzzsaw website:22044EB.dwg,
`•- i
s TP-300 Test Pit Designation and Approximate Location(previous,by others) . I dated 8-22-03;22044pts.dwg and SITE AND EXPLORATION PLAN
_ 22044ROW.dwg,dated 7-9-03.
Cone Penetration Test Designation and Approximate Location ' =
C-300 (previous, by others) 2. Survey performed by Perteet.
o A - —��' I February2004 21-1-09369-002
Generalized Subsurface Profile Designation and Approximate
onsuftants
U.
3. Elevation datum is NAVD88.
Location(See Figure 3) Sheet Key Plan SHAANNNO�N&WILSOCN, IN SF FIG.of 8
I
TP-302 TP-303 I N
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4' - - I - • .L I' v, I - BEu3E TREE:
COnocOPhillip.S
LI i I
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Wetlands77-77
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L>EUSE TREES GErI;
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LEGEND
e
Current Boring Designation and Location Surveyed by Perteet 0 60 120
B-100 � (Shannon&Wilson,inc.)
Strander Boulevard/SW 27th Street
N Current Boring Designation and Approximate Location NOTES Improvements
13-200 Shannon&Wilson, cale in Feet 1. This figure is based on drawings( Inc.)) s g Renton and Tukwila, Washington
provided by Perteet via the
B-300 0 Boring Designation and Approximate Location(previous,by others) TT I Buzzsaw website:22044EB.dwg,
co
s TP-300 Test Pit Designation and Approximate Location(previous,by others) i dated 8-22-03;22044pts.dwg and
22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN
Cone Penetration Test Designation and Approximate Location
C-300 (previous,by others) ° 2. Survey performed by Perteet.
February 2004 21-1-09369-002
�
A I
9 Generalized Subsurface Profile Designation and Approximate 3. Elevation datum is NAVD88.
' m t Location(See Figure 3) Sheet Key Plan �HA�NN�O�N n WI e�OCNon INCH FI(�, 2
LL Sheet 6 of L8J
F:
Ad
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f I I i r. B-315 TP-304
ConocoPhillips
T
Tank Farm
�i `I Wetlands
Wetlands
•" GEIISE 'A'EEa
B-311 B-312 B I =' �,,.��: - I. D,ISE :TR
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B-110= B-203 '_ ---L' — ---- - --
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SW 27TH Street II��*
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DENSE TREES _—
N UL!jSE TZEES UUa:E TREE. 1 f
TP-306
B-317
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LEGEND i•' II I I i', II a jI
f 8-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120
Shannon&Wilson,lnc. Strander Boulevard/SW 27th Street
N ® Current Boring Designation and Approximate Location NOTES
Improvements
B-200 (Shannon&Wilson,Inc. -
2d5� ) Scale in Feet 1. This figure is based on drawings Renton and Tukwila, Washington
m B-300 Boring Designation and Approximate Location(previous,by others)
provided by Perteet via the
� euzzsaw website:22044EB.dwg,
TP-300 Test Pit Designation and Approximate Location(previous,by others) iL dated 8-22-03;22044pts.dwg and
22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN
Cone Penetration Test Designation and Approximate Location !
(previous by others) -
C-300 , I 2. Survey performed by Perteet.
e A J ! February 2004 21-1-09369-002
9 � Generalized Subsurface Profile Designation and Approximate �— —
3. Elevation datum is NAVD88. SHANNON$WILSON INC. FIG. Z
m
Location(See Figure 3) Sheet Key Plan
U. Geotechnical and Environmental Consultants Sheet 7 of 8
:IV
1 N B-316 II s
_ICI � w J7'
1 'c TP-305 I�r� •
�t I
(d
I O i I
i I t
: gym I_ -
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` B-204- — -- — ,
1#
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tui.u.x�
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IT
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C-301U.
�
tl f
N
B-318
LEGEND I
B-100 Current Boring Designation and Location Surveyed by Perteet 0 ;
!� cl
(Shannon&Wilson,lnc.) 60 120
NStrander Boulevard/SW 27th Street Current Boring Designation and Approximate Location NOTES
B-200 (Shannon&Wilson,Inc.) Scale in Feet Improvements
i B-300 1. This figure is based on drawings Renton and Tukwila, Washington
Boring Designation and Approximate Location (previous,by others) - -= — -�'� provided by Perteet via the
_ Buzzsaw website:22044EB.dwg,
TP-300 ■ Test Pit Designation and Approximate Location(previous,by others) dated 8.22-03;22044pts.dwg and
g' C-300 0 Cone Penetration Test Designation and Approximate Location _
22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN
(previous,by others) r 2. Survey y e A y performed b Perteet February 2004 21-1-09369-002
9 t Generalized Subsurface Profile Designation and Approximate __ ,I
Location(See Figure 3) 3. Elevation datum is NAVD88.
' LL Sheet Key Plan HA�NNO�N Wm8S0�� INC. SFIG 28
ki