HomeMy WebLinkAboutSWP273296 ' SwP - ZI - 3Z96 1-0- 08
Da-14v,, Ave, NZ/ NE 22- d S+. FILE c
CULTURAL RESOURCES SURVEY COVER
SHEET
' Please submit reports to DAHP unbound
Author: Linda Naoi Goetz, Kara M. Kanaby, Douglas F. Tingwall, and Thomas C.
Rust, Ph.D.
Title of Report: Dayton Avenue NE/NE 22nd Street Stormwater System Project
Renton, Washington
Date: September 19, 2008
' County (ies): King Section: 8 Township: 23N Range: 5E
Quad: Mercer Island (1950, photorevised 1968) Acres: 0.43
CD submitted? Yes
' Does this replace a draft? No
Sites Found? No
' TCP(s) found? No
' DAHP Archaeological Site#: REPORT CHECK LIST
Report should contain the following items:
• Clear objectives and methods
' • A summary of the results of the survey
• A report of where the survey records and data are stored
• A research design that:
• Details survey objectives
• Details specific methods
• Details expected results
• Details area surveyed including map(s)and legal
' locational information
• Details how results will be feedback in the
planning process
1 Please be sure that any report ort and its coversheet figures,
ures 9
' appendices, attachments, correspondence, etc., submitted via CD
has been compiled into one single PDF. Thank you!
STAT£Off,
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7889�Y
STATE OF WASHINGTON
DEPARTMENT OF ARCHAEOLOGY & HISTORIC PRESERVATION
1063 S. Capitol Way, Suite 106 • Olympia, Washington 98501
' Mailing address: PO Box 48343 • Olympia, Washington 98504-8343
(360)586-3065 • Fax Number(360)586-3067 • Website: www.dahp.wa.gov
October 23, 2008
Mr. Daniel Carey' P.E. RECEIVED
City of Renton
1055 south Grady Way O�T 2 8 2008
t Renton, WA 98057 CITY OF RENTON
In future correspondence please refer to: UTILITY SYSTEMS
Log: 102308-04-KI
Property: Dayton Ave NE/NE 22nd Street Renton, WA
Re: Archaeological Assessment for Dayton Ave NE/NE 22nd Street Storm System Proiect Review
Comments
' Dear Mr. Carey:
' Thank you for contacting the Washington State Department of Archaeology and Historic Preservation
(DAHP). The above referenced project has been reviewed on behalf of the State Historic Preservation
Officer. We concur with the recommendations that no further archaeological work is necessary, however,
' we would caution you to be vigilant during project excavation. We requested the survey because of the
identification of two Euroamerican burials within 500 ft of the project area. These burials were identified
between approximately 5 and 6 feet(1.5 and 1.8 meters)after the construction of a house and garage.
Only one of Landau's shovel probes, SP 1 on the Gould Property, was excavated to six feet(6 feet, 4
inches or 183 centimeters). So although the above report indicates that there is a low probability of
encountering archaeological deposits or historic burials, the possibility still exists. The area where the
two historic burials were identified was developed without identifying any archaeology until the
' excavation of a trench to the junction box at the corner of the newly constructed garage. The property had
been developed in 1944 and 1962 prior to the 2008 development.
' Thank you for the opportunity to review and comment. If you have any questions, please feel free to
contact me at 360-586-3088 or Gretchen.Kaehler@dahp.wa.gov.
' Sincerely,
Gretchen Kaehler
' Assistant State Archaeologist
(360)586-3088
gretchen.kaehler@dahp.wa.gov
" . . ,r
)' gfflZ
;^ Public Works Department
Denis Law, Mayor N _ Gregg Zimmerman P.E.,Administrator
�� �K}
1
' October 14,2008
Gretchen Kaehler
' Dept. of Archaeology&Historic Preservation
PO Box 48343
Olympia, WA 98504-8343
' SUBJECT: Archaeological Assessment Report
Dayton Ave NE/NE 22nd Street Storm System Project
' Dear Ms. Kaehler:
Enclosed is one unbound copy of the Archaeological Assessment Report and one CD with a pdf
1 copy of the report. The investigation was requested by DAHP on June 2,2008,due to the
discovery of two Euroamerican burials about 500 feet east of the project site. The investigation
was performed by Landau Associates on August 8,2008. No prehistoric or cultural resources
' were found during the investigation.
If you have any questions regarding the archaeological investigation for the project, please call
' me at 425-430-7293, or email me at dcarey@ci.renton.wa.us.
Sincerely,
,f
Daniel Carey, P.E.
' Surface Water Utility Engineer
' Enclosures
cc: Jeff Kreshel,BHC Consultants, 1601 Fifth Ave,Suite 500,Seattle,WA 98104
Linda Goetz,Landau Associates, 130 2"d Ave S.,Edmonds,WA 98020
1
t H:\File Sys\SWP-Surface Water Projects\SWP-27-Surface Water Projects CIP\27-3296 Dayton Ave NE 22nc1 st\r1139 Aichae6l""�'s
J J � ) Yt
Report\081014 DAHP Transmit Letter.doc\DWCtp '"o
----- --— — -- ---- . '.
1055 South Grady Way-Renton, Washington 98057
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' LANDAU
ASSOCIATES
September 19,2008
BHC Consultants
720 Third Avenue, Suite 1200
Seattle,Washington 98104
Attn: Jeffrey Kreshel, P.E.
' RE: ARCHAEOLOGICAL ASSESSMENT
DAYTON AVENUE NE/NE 22ND STREET STORMWATER SYSTEM PROJECT
' RENTON,WASHINGTON
Dear Mr. Kreshel:
' The City of Renton (City) is in the process of upgrading the stormwater drainage system within
several parcels located on Dayton Avenue NE,NE 22nd Street and the intersection of NE 23rd Street and
' Camas Avenue NE in Renton, Washington. The Dayton Avenue NE/NE 22nd Street Stormwater System
Project (Stormwater System project) area has experienced localized flooding due to stormwater runoff,
and the City plans to mitigate the flooding by installing catch basins to route the runoff surface water to
' the stormwater system. The City will install new catch basins and a new stormwater conveyance pipe in
trenches ranging from 4 to 8 feet deep. The project is located near the intersection of Camas Avenue NE
' and NE 23rd Street in Section 5 of Township 23 North, Range 5 East, as shown on Figure 1 and
Photograph 1.
' This letter report outlines the archaeological assessment that was conducted for the Stormwater
System project area and will support the environmental compliance documentation effort completed by
the City. This report is based on information provided by Jeffrey Kreshel, BHC Consultants (BHC) and
' State Environmental Protection Act regulations in the Revised Code of Washington. We understand that
the proposed project will include ground disturbance of no deeper than 8 feet(ft),which is approximately
2.4 meters (m), over an area approximately 525 ft in length, consisting of pervious (250 ft) and
impervious(275 ft) surfaces. The pervious surfaces are located in the yards of two residential parcels and
' the impervious surface sections include paved streets and residential driveways and patios.
This letter report summarizes the environmental and cultural context of the project area, and the
' results of our archaeological survey. Recommendations for treatment of unanticipated discoveries,if any,
made during construction are also included in this letter report.
130 2nd Avenue South 9 Edmonds,WA 98020 • (425)778-0907 • fax(425)778-6409 • www.iandauinc.com
ENVIRONMENTAL AND CULTURAL CONTEXT
' The following sections provide overviews of the natural and cultural history for the Stormwater
System project area and include summary descriptions of physiography; hydrography; climate; geology;
' soils; flora; fauna; prehistory; ethnohistory; local Native American place names; and history.
' Environmental Setting
The Stormwater System project area is situated within the Puget Trough, a physiographic
' province dominated by Puget Sound and bounded by the Olympic Range to the west and the Cascade
Range to the east (Franklin and Dymess 1988; Weaver 1937). The littoral zone in the region is
' characterized by a concave shoreline of narrow beaches fronted by precipitous bluffs, while the interior
areas are characterized by forested north-to-south-trending upland plateaus of subdued relief dissected by
numerous drainages.
Glacial scouring during the Vashon Stade of the Fraser Glaciation 12,000 years ago created
generally north- or south-trending drainages and lakes. Lakes in the project vicinity include Lake
' Washington approximately 0.75 miles to the west. The primary drainage in the vicinity is the
northwestward-flowing May Creek,which empties into Lake Washington.
' Given the influence of maritime and continental air masses, the climate of the project area is
characterized by dry summers and wet winters with mild temperatures and moderate-to-heavy
precipitation(Franklin and Dymess 1988). The following specific data were derived from a local weather
station between 1931 and 2006 (Western Regional Climate Center 2008). Average maximum recorded
temperatures for the project area ranged from 75°F in July to 35°F in January. The average annual
' precipitation recorded for this weather station was 38 inches. Regionally, rainfall averages between 30
and 35 inches annually, although the presence of the Olympic Range to the west creates a rain shadow
' effect for the western part of Puget Sound(Franklin and Dymess 1988; Luzier 1969).
' Geology and Soils
The most extensive glacial deposit evident in local topography in the project vicinity is the
' Vashon Drift undifferentiated outwash consisting of recessional and proglacial stratified sands, gravels,
and cobbles with interbedded silts and clays. Vashon Drift was deposited approximately 18,000 to
' 14,000 years ago by a continental ice sheet approximately 3,500 to 4,500 ft thick during the Fraser
Glaciation (Thorson 1980; Wright and Frey 1965; Wright and Porter 1983). The Stormwater System
project area exhibits Vashon recessional outwash deposits overlying till (Dragovich et al. 2002;
' Kleinfelder West 2007). Recessional sediment layers are usually not as thick as advance deposits and
exhibit a fining upward sequence of sands in a profile attributable to the retreat of the glacial front,
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although the difference can be difficult to define in the absence of a till layer (Dragovich et al. 2002;
Luzier 1969; Petersen et al. 1983; Thorson 1980;Wright and Frey 1965; Wright and Porter 1983).
The primary soil within the Stormwater System project area is Indianola loamy fine sand formed
' from recessional,stratified glacial drift under conifers on terraces with 4 to 15 percent slopes. The typical
profile consists of brown loamy fine sand (0 to 6 inches below ground surface [BGS]) overlying dark
' yellowish brown to olive brown loamy fine sand (6 to 30 inches BGS) overlying olive sand (30 to 60
inches BGS). Gravelly Everett soils also comprise areas between 25 and 200 acres in size in the vicinity.
' These soils form on terraces or terrace fronts from very gravelly glacial outwash deposits,primarily under
conifers. Everett gravelly sandy loam consists of black sandy loam(0 to 1.5 inches BGS) overlying dark
brown gravelly sandy loam (1.5 to 17 inches BGS) overlying brown very gravelly sandy loam and dark
' grayish brown very gravelly coarse sand(17 to 60 inches BGS; Snyder et. al. 1973).
' Flora and Fauna
The project area lies within the western hemlock (Tsuga heterophylla) zone of the Puget
Lowland, which also contains Douglas fir (Pseudotsuga menziesii); western red cedar (Thuja plicata);
western hemlock (Tsuga heterophylla); red alder(Alnus rubra); and big-leaf maple(Acer macrophyllum)
with an understory of bracken fern (Pteridium aquilinum); sword fern (Polystichum munitum); Oregon
grape (Berberis nervosa); salal (Gaultheria shallon); and berry vines (Rubus spp.; Franklin and Dymess
1988).
' The biotic communities in the Renton area were historically not limited to the current distribution
of plants and animals. Historic, ethnographic, and archaeological data in the vicinity attest to the
diversity of floral and faunal resources that were locally available for human procurement that were used
for food, medical purposes, tools and adornment. Moreover, the complex physiography of the area with
' its mosaic-like distribution, from upland meadows and forest to riverine environments, facilitated this rich
biotic community. Historically, deer (Odocoileus spp.), elk (Cervus canadensis), black bear (Ursus
americanus), cougar (Felis concolor), and coyote (Canis latrans) lived in the vicinity of Renton.
These mammals have extensive ranges and were at one time common in both bottomland and uplands.
' Riverine, estuarine,and upland habitats within and proximal to the Dayton Avenue project also supported
a diverse array of smaller mammals,fish, shellfish,and birds(Dalquest 1948).
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Prehistory
' Cultural change in Northwest Coast prehistory is evaluated on temporal and spatial variations in
archaeological assemblage, subsistence, and settlement patterns within regional environmental contexts.
' The prehistoric record for Puget Sound is divided into three broad chronological periods: the early
[15,000-5,000 years Before Present(BP)], middle(5,000-1,000 BP),and late(1,000-250 BP).
The early period is characterized by chipped stone tools such as fluted projectile points,
leaf-shaped projectile points, and cobble tools with associated core and blade industries. Subsistence
patterns exhibit a reliance on inland hunting supplemented with fishing and marine invertebrate
procurement in riverine and littoral contexts. Settlements were typically located on upland plateaus or
' river terraces, although littoral occupations may have been inundated by seismic or eustatic processes
during the Holocene(Carlson 1990; Kidd 1964;Nelson 1990; Wessen and Stilson 1987).
The middle period represented a proliferation in tool diversity within regional assemblages.
' Notched stone projectile points were characterized by a decrease in size, and toolkits were supplemented
with groundstone, bone, and antler industries. Subsistence practices showed an increased orientation
toward marine and riverine habitats; shellfish, salmon, and sea mammals became more important
resources during this period. Shell middens appear in the archaeological record during this period.
Occupation areas expanded to include modern shorelines and islands in Puget Sound, characterized by the
' earliest evidence of seasonal village sites Carlson 1990; Kidd 1964; Nelson 1990; Wessen and Stilson
1987).
The late period is characterized by assemblages containing exotic trade goods imported from
indigenous populations in the Columbia Plateau, as well as metal arrowheads and trade beads from
Euro-American groups. Small side-notched and triangular stone projectile points persisted but were
superseded by an emphasis on bone and antler tools. Salmon became a major staple, indicated by the
construction and maintenance of elaborate fish weirs. Aquatic subsistence practices were supplemented
by terrestrial hunting and plant procurement. Permanent, ethnographically described village sites were
established and persisted into the historic period (Carlson 1990; Kidd 1964; Nelson 1990; Wessen and
Stilson 1987).
' Ethnohistory
During late historic times, Southern Coast Salish Indians occupied the Puget Sound area, from the
Skagit River in the north to the Deschutes River near Olympia in the south, reaching inland to the
Cascade Range crest. The project vicinity is located in the traditional territory of the Duwamish Tribe
' (Duwamish), a coast Salishan group that oriented their settlement-subsistence systems toward the
saltwater, riverine, and inland environments (Ruby and Brown 1992; Suttles and Lane 1990; Swanton
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1952). The Southern Lushootseed-speaking Duwamish (Dxwdewabs) Tribe's territory included the
' Black, Cedar, Green, and White rivers drainage areas, extending from Puget Sound to the foothills of the
Cascades. The name Duwamish is said to mean"inside the bay people" (Ruby and Brown 1992; Suttles
and Lane 1990; Swanton 1952).
The project area falls within the ceded territory of the Muckleshoot Tribe, which consists of those
' tribes who signed the Medicine Creek and Point Elliott Treaties in 1854 and 1855,respectively(Ruby and
Brown 1992). The Duwamish are currently a non-federally recognized tribe whose ancestors greeted the
first white settlers that arrived in what was to become the city of Seattle(Ruby and Brown 1992; Swanton
1952). Upon the signing of the Point Elliot Treaty, the Duwamish were assigned to the Port Madison
Reservation on the Kitsap Peninsula. However, the Port Madison Reservation was in the traditional
' homeland of the Suquamish who felt the Duwamish were infringing on their territory (Ruby and Brown
1992). By the winter of 1856, many of the Duwamish had returned to their homeland. Some settled on
the Muckleshoot Reservation while other Duwamish chose not to live on the reservation. The Duwamish
that chose not to settle onto various reservations have tried repeatedly to gain federal recognition only to
' be denied by the United States government(Ruby and Brown 1992).
The tribes that make up the Muckleshoot Reservation and signed the Medicine Creek Treaty
included the Skipahmishes or Green River Indians; the Stakamishes, or White River Indians; and the
Smulkamishes, whose traditional territory encompasses present day Enumclaw (Ruby and Brown 1992).
After signing the Medicine Creek Treaty, the Green and White River Indians were relocated to the
Nisqually Reservation with a provision that they could be moved to a more suitable place. In 1856,
Governor Stevens established the Muckleshoot Reservation, located on Muckleshoot Prairie between the
' White and Green Rivers(Ruby and Brown 1992).
The Southern Coast Salish oriented their settlement-subsistence systems toward the saltwater,
' riverine, and inland environments in their territories. As with other western Washington groups, the
Duwamish and Muckleshoot peoples relied on salmon as a staple resource. They established fishing
stations along area rivers and streams, and traveled to troll the saltwater from which they harvested
' various salmonids and shellfish(Haeberlin and Gunther 1930; Suttles and Lane 1990).
The focus of the Duwamish and Muckleshoot yearly cycles was the permanent winter village,
' which consisted of one or more cedar plank longhouses in which several related families resided (Noel
1980; Suttles and Lane 1990). At other times of the year, they used temporary pole and mat structures
that were easily transported. Winter villages may not have been completely abandoned during the
warmer months as family groups moved seasonally to various environmental zones to harvest abundant
resources, process them for storage, and transport the supplies to the permanent village (Noel 1980;
' Suttles and Lane 1990).
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Subsistence revolved around seasonal harvests of salmon; coho; Chinook; and shellfish, including
butter clams; littleneck clams; horse clams; geoduck; Olympia oysters; mussels, snails, and barnacles
(Haberlin and Gunther 1930; Noel 1980; Suttles and Lane 1990). Fish were caught using wooden weirs,
' woven nets, and rakes (Haberlin and Gunther 1930; Suttles and Lane 1990). In addition to marine
resources, plants and berries were gathered, including camas; hazelnuts; red elderberry; blackberries;
' salmonberries; salal berries; thimble berries; dandelion roots; wild carrot; onion; and wapato (Haberlin
and Gunther 1930; Noel 1980). Hunting land mammals provided a large share of food for these groups;
men specialized in the pursuit of deer, elk, bear, and beaver (Haeberlin and Gunther 1930; Noel 1980;
Suttles and Lane 1990).
Native American Place Names
The area surrounding Renton exhibits many ethnographic locations in the form of toponyms, or
place names, that describe areas associated with Coast Salish tradition, settlements, and subsistence.
These traditional places are located along the shores of Lake Washington and the length of the
' Duwamish, Black, and Green (White) Rivers. The ethnographer T.T. Waterman noted that the survival
and oral transmission of toponyms varied according to tribal recollection, and his informants admitted
that many locations were lost to tradition over time(Waterman 1922; 2001).
Native American place names include descriptive names of geographic features or names
associated with traditional subsistence locations. Place names near the project area include Tugwi Ucls
' meaning"red face,"for a bluff located east of Renton; Cbal3t",meaning"place were things are dried," for
May Creek where large amounts of red fish were taken; Kwa'kwau, for a small promontory; P3E'SWi3,
' meaning "pressed, crowded back," for a place at the foot of Lake Washington, opposite the south end of
Mercer Island; Spa'pLxad, or"marshes"for wetlands at the south end of Lake Washington and east of the
' Black River; Cige'd, meaning "head or source," where the Black River flows out of Lake Washington;
ct3u'lEgwEli, meaning "resembling a trail," for a creek that drains into a swamp where silver salmon
were caught and a fish weir was located; tuwa'Ldad3-aL3t or "Jack salmon's home or King Salmon
ihouse," for a deep place in the Black River were abundant salmon were located in the summer;
bstsxEbe'dats, meaning "place of ironwood," where people went to gather ironwood; blsxu'gld, "where
' there are cranes," for a swamp located west of the Duwamish River; t3awe'd1tc, meaning "river duck,"
for level land below the mouth of the Black River; and sgali'!s or"bad looking,the rocks are ugly,"for a
' highland area that extends down to the Duwamish River(Waterman 2001).
Some toponyms are suggestive of mystical happenings and include a location named Sq!u'1'ats
' ("dirty face") where the Grandmother of South Wind (Grandmother) lived (Waterman 2001). The
mottled sediments exposed in the bluffs are the basis for the name and describes the squalid fate of
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Grandmother when her people left(Waterman 2001). Another location on the west side of the Duwamish
' River is called hOtcsa'tci("cut in two with reference to the hand"; Waterman 2001).
Other toponyms are suggestive of village locations and include: Sext3itc1b ("place where one
' wades") for an old village site at Bryn Mawr; Sgoa'1-qo("meeting of rivers"),a village site at the location
of the confluence of the Black River and Green River; Stu'bla ("North-Wind"), located on a hillside south
' of the Interurban Bridge where North-Wind had an ancient village; Sba'badi'd("crags") for a deep hole
in the Black River with cliffs on both sides where a village was located; and TuxE'b-qo ("confluence"),
designating a village at the confluence of the historic Cedar and Black Rivers(Waterman 2001). Previous
archaeological investigations have confirmed the association of village sites and ethnographic placenames
such as Sba'badi'd(Chatters 1981; Hanley 1979).
' Currently, Indian tribes are concerned about development that occurs within their ceded
territories and traditional use areas. These tribal groups often want to protect cultural properties, which
include archaeological, traditional procurement,history or landmark,and religious sites(Kennedy 1993).
' History
Although Russian, Spanish, and British naval expeditions are thought to have penetrated the
' coastal waters off Washington as early as the middle 1500s, British Captain George Vancouver's arrival
in 1792 marks the earliest undisputed record of Euro-American contact in the Puget Sound region.
' Vancouver dispatched separate parties, which explored Hood Canal and the entrance to Sinclair Inlet on
May 19, 1792. Many of the region's physiographic eponyms such as Puget Sound, Hood Canal, Mount
Baker, Mount Rainier, and Dungeness Spit were derived from members of Vancouver's party and the
' British admiralty(Cole and Darling 1990; Kirk and Alexander 1990; Marino 1990; Meany 1923; Morgan
1979).
' Exploration was followed by incursions of Euro-American fur traders under the aegis of the
Hudson's Bay Company during the 1830s. Early contacts between Euro-American traders and native
' populations proved disastrous to the latter as they fell victim to waves of malaria, tuberculosis, and
smallpox epidemics in the late 1700s and middle 1800s (Cole and Darling 1990; Kirk and Alexander
' 1990; Marino 1990).
Washington Territory was organized in 1853 by its first Governor, Isaac Stevens, who helped
pave the way for Euro-American settlement and a Northern Pacific Railway route by compelling regional
' Indian tribes to relocate to reservations under a series of treaties in 1855. The unpopularity of enforced
removal was manifested by widespread rebellion by tribal groups. Washington eventually achieved
' statehood on November 11, 1889(Kirk and Alexander 1990).
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1
An especially significant stimulus for settlement in the region was the Donation Land Act of
' 1850. The law granted each male American citizen 18 and older a half section, or 320 acres, of public
lands, requiring that he occupy, cultivate, and "improve" it for four consecutive years. Wives of the
' settlers were granted an additional 320 acres in their own names (Ficken and LeWame 1988; Johansen
and Gates 1967).
The City of Renton was founded on the Duwamish River delta, where historically the Cedar and
the Black Rivers merged to join the Duwamish River. In 1853, Henry Tobin staked a claim with the
' intentions of starting a lumber mill. In 1854, a coal seam was discovered on the land claim of Dr. R.H.
Bigelow. The area surrounding the Duwamish, Cedar, Black, and White (Green) Rivers had fertile farm
land, abundant timber for logging, and salmon could be caught in the surrounding rivers. Logs were
floated down the river, and several of the settlers provided logs to Henry Yesler's saw mill in Seattle and
other saw mills in the area (Buerge 1989; Slauson 1976). Lumber, coal, and agriculture attracted settlers
to the area, but it was not until 1873 that coal mining became a serious endeavor with the beginnings of
the Renton Coal Company established by Captain William Renton. Due to its location and easy access to
Seattle, Renton became the center of the coal industry in Puget Sound. In 1875, the City of Renton was
platted by Erasmus Smithers, and its eponymous derivation suggests the importance of both Captain
Renton and his coal mining operation to the town's historic economy (Bagley 1929; Buerge 1989;
' HistoryLink website 2008; Meany 1923; Slauson 1976).
The City of Renton was incorporated in 1901 (Bagley 1929; HistoryLink website 2008; WPA
' 1941). Other industries in Renton included farming, a glass factory, lumber mills, and brick and tile
plants. As the coal mining industry began to decline, the increase of other industries,the improvement of
' roads, and the completion of the Interurban rail line made Renton an attractive place for people to live
(Bagley 1929; Rowe 1987). The area of Kennydale,which for a time was a separate community, was laid
' out and platted by real estate developer C.D. Hillman as the Garden of Eden tracts in 1904(Buerge 1989;
King County Records Office 2008a; Slauson 1976). In 1904, the Kennydale post office was opened and
by 1905 Kennydale's population was approximately 100 people who lived in small farmhouses on
' 1-acre tracts. A sawmill was located nearby on the shores of Lake Washington (HistoryLink 2008;
Slauson 1976). The Stormwater System project area extends into three plats: C.D Hillman's Lake
' Washington Garden of Eden Addition to Seattle Division No. 4 (Hillman's Garden of Eden plat), Azalea
East, and Bel-Shane Addition. Both the Azalea East and Bel-Shane Addition were replatted from the
orginal Hillman's Garden of Eden plat.
The C.D. Hillman's Lake Washington Garden of Eden Addition to Seattle Division No. 4 plat
was platted in 1904 (King County Records 2008a). The southern portion of the stormwater system will
be located in a segment of this plat,along the right-of-way of NE 22nd Street.
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The Bel-Shane plat was created in 1959 out of a portion of tracts 206 and 217 of the Hillmans
Garden of Eden plat(King County Records 2008b). The eastern portion of the stormwater system will go
through the southern portion of the Schuster property located on lot 5 of Block 2 of the Bel-Shane
' Addition and then into the right-of-way of Dayton Avenue NE. As shown on the Bel-Shane plat map, it
appears that Dayton Avenue was originally I I5th Avenue S.E. (King County Records 2008b).
The Azalea East plat was created in 1980 out of tracts 224 and 235 of the Hillman's Garden of
�- Eden plat. The western portion of the stormwater system project will be located in both the Gould and
Tunis properties, both of which are located in the Azalea East Plat. It appears that NE 23rd Street and
' Camas Avenue NE were created in 1980 when the Azalea East was platted(King County Records 2008c).
Additional research of historic maps indicates that the project area was surveyed in 1865 by the
General Land Office(GLO). The GLO map does not indicate ownership or show any structures or roads
within the project vicinity. However, a trail that starts at the Cedar River and continues northward along
the east side of Lake Washington through the east half section of section 5 is shown on the GLO map
(Figure 2). The Krolls and Metsker maps of 1926 and 1936, respectively, show that section 5 has been
' platted into the C.D. Hillman's Lake Washington Garden of Eden tracts(Krolls 1926; Metsker 1936).
PREVIOUS INVESTIGATIONS/LITERATURE REVIEW
' This section and those following include information about archaeological investigations and
field data. The Washington Department of Archaeology and Historic Preservation (DAHP) require that
survey data such as transect intervals, excavation depths, and prehistoric or ethnohistoric artifact
measurements be recorded in metric units; English measurements are used only for historic period
Imaterials. Metric measurements are provided in this document to meet these reporting requirements.
' Cultural Resource Surveys
Fifteen cultural resources surveys have been conducted within a 2-mile radius of the Stormwater
' System project area(Table 1)that are on file with DAHP.
Table 1
Previous Cultural Resource Investigations Conducted Within 2 Miles of the Project Area
Author Date Report Title Resources
Recorded
Hodges 2007a Archaeological Resources Assessment for the South Lake None
Washington Roadway Improvement Project, City of Renton, King
County, Washington
1 Hodges 2007b Cultural Resources Assessment for the Proposed Lowe's of Renton None
Project, Renton,King County, Washington
Kent 2007 Cultural Resources Survey for the 2007 Cedar River at Renton None
' 10/10/08\\Edmdala\projects\1073\002\WIP\R\Letter ReporMayton Avenue Letter Report.doc LANDAU ASSOCIATES
9
Section 205 Levee and Wall Flood Protection Repair Project, City of
Renton, King County, Washington
Boersema 2006 Archaeological Investigations for Fifth and Williams Apartments, None
Renton King County, Washington
Chambers 2006 Cultural Resources Assessment for the Duvall Avenue NR/Coal None
Creek Parkway SE Road Widening Project, King County, Washington
Artifacts 2005 Cultural Resource Survey Duvall Avenue NE/Coal Creek Parkway SE None
Consulting Reconstruction Project
Kaehler et al. 2004 Data Recovery Excavations at the Henry Moses Aquatic Center Site 45KI686
(45KI686)Renton, King County, Washington
Murphy and 2003 Final Ripley Lane Pipeline Excavation Project(CIP#200799) None
Larson Archaeolo ical Resources Monitoring
Trudel and 2003 Renton Retail Site,Archaeological Resources and Traditional cultural None
' Larson Places Assessment, King County, Washington.
Cooper 2001 Cultural/Historical Resources SE54XCO05A Antennas on an Exiting None
Transmission Tower
Celmer 1995 Cedar River Reconnaissance Survey None
Robinson and 1985 Cultural Resources Investigations of the SR 4051HOV Lanes Project, None
Krafft South Renton Interchange to Sunset Boulevard(Renton S-Curves)
Draft Environmental Status
Robinson 1983 An Archaeological Reconnaissance of the Renton Highlands Park None
and Ride Lot, Renton, Washington L-6811
Robinson 1981 An Archaeological Reconnaissance of Renton Park and Ride Lot, None
Stage 11
Lorenz 1976 Archaeological Assessment,Army Corps of Engineers, Permit N. None
0741-oYB-1-002916, Phase I-May Creek Interceptor, METRO/King
County Water District No. 107
Of these 15 cultural resource assessments, only one identified an archaeological site. In 2003,
during construction of the Henry Moses Aquatic Center, emergency archaeological data recovery was
undertaken when construction revealed the presence of two hearth features (Kaehler et al. 2004).
Archaeologists identified site 45KI686 as a prehistoric site with two hearth features. Within the hearth
features, archaeologists identified charcoal and fire-cracked rock(Kaehler et al. 2004,Kaehler and Trudel
2003; Lewarch 2003).
' Archaeological Sites
Three archaeological sites have been identified within a 2-mile radius of the project area (Table
2). Located less than one-half mile from the Stormwater System project area are two Euro-American
burials(45KI786) identified during residential construction(Radford 2008a; Rooke 2008, Sullivan 2008).
' Initial newspaper reports indicated that a human jaw bone was recovered and that up until 1943 residents
could bury family members on their property. The archaeological site form notes that the site consists of
at least one Euro-American burial and dates the burial between 1919 and 1942 (Rooke 2008). A second
newspaper article following up on the investigation reported that a second burial was identified and the
remains are likely of an older woman,while the first remains discovered were those of a young man. The
1 article notes that further investigation into identifying the remains is ongoing (Radford 2008b). As
previously mentioned above, site 45KI686 was identified during construction of a swimming pool at the
' 10/10/08\\Edmdata\projects\1073\002\WIP\R\Letter ReportMayton Avenue Letter Report.doc LANDAU ASSOCIATES
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1
Henry Moses Aquatic Center and was determined to be a pre-European contact site consisting of two
' hearth features, charcoal, and fire-cracked rock. The site is located approximately 2 miles south of the
Stormwater System project area(Kaehler and Trudel 2003; Lewarch 2003).
' In 1989, archaeologists identified site 45KI404 in Lake Washington as a Mariner Twin Engine
Patrol boat. During takeoff, the airplane struck a buoy and crashed into Lake Washington(Mester 1989).
tTable 2
Archaeological Sites Located Within 2 Miles of the Project Area
' Site No. Description Distance References
45KI786 Two Euro-American burials 0.17 mile east Rooke 2008
Pre-European contact,two hearth features, Kaehler et al.2004, Kaehler
' 45KI686 charcoal,fire-cracked rock,oxidized red orange 2 miles south and Trudel 2003, Lewarch
silt 2003
45KI404 Mariner-Twin Engine Patrol Boat sunk in Lake 1.5 mile Mester 1989
Washington southwest
1
Historic Structures
' The Newcastle cemetery is located approximately 1.75 miles northeast of the Stormwater System
project area and is listed on the Washington Heritage Register. Use of the Newcastle Cemetery began in
' 1880 when David R. Morgan set aside land for burials. Miners from the Newcastle mines are buried in
the cemetery and the graves are arranged in groups by nationality of the deceased(Neurath 1980).
Inventory Methods and Results
' Three Landau Associates archaeologists excavated a total of six shovel probes (SP) at
approximately 7-m intervals in unpaved areas located on two parcels (Figure 3). Each shovel probe was
40 cm in diameter and was excavated to a maximum depth of 183 cm BGS. The distribution of the
shovel probes was placed along the approximate centerline of the proposed stormwater system.
Three Landau Associates archaeologists (Kara Kanaby, Douglas Tingwall, and Linda Naoi
' Goetz)examined the sidewalls and bottom of each shovel probe for shell, charcoal,bone, lithic,glass,and
ceramic artifacts or features and investigated the excavated matrix for cultural materials. All sediments
' (from the soil profile) derived from the shovel probes were sifted through 1/4-inch mesh screens over
tarps. Sediments were described by color, compactness, and content. Depth measurements were taken at
' soil boundaries. Once completed, each shovel probe was photographed and backfilled with the sediment
collected atop the tarp and the sod layer was put back in place.
The shovel testing took place in the backyards of two private residences in landscaped areas
' covered with beauty bark and lawn. The project area has been previously disturbed due to the
construction of the neighborhood, installation of underground utilities, and landscaping of the yards.
' 10/10/08\\Edmdala\projects\1073\002\WIP\R\Letter Report\Dayton Avenue Letter Report.doc LANDAU ASSOCIATES
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SP-1, SP-2, and SP-3 were placed along the proposed stormwater line in the backyard of the residence at
' 2223 NE 23rd Street (Gould property, Photograph 2) and SP-4, SP-5, and SP-6 were placed along the
proposed stormwater alignment at the residence of 2302 Camas Avenue NE (Tunis property; Figure 3,
' Photograph 4). The stormwater line was unable to be tested in the yard of the residence at 2217 Dayton
Avenue NE (Schuster property) due to a structure built along the alignment and concrete pavement in the
yard (Photograph 3). Descriptions of the shovel probes, including parcel location, depths, and soil
descriptions are provided in Table 3.
' Table 3
Shovel Probe Summary
' SP# Location BGS Soil Description Resources Identified
1 Gould 183 cm 0-35 cm—10YR 3/3 dark brown sandy Modern debris
' property silt, lightly compacted with 30 to 40 0-35 cm BGS—plastic fragments,
percent subrounded gravels and cobbles brown and clear vessel glass
fragments, piece of duct tape,
35-150 cm—10YR 4/4 dark yellowish composition shingle fragments, plastic
brown lightly compacted sandy silt with< toy horse, unrusted round nails,
20 percent gravels and some sparse aluminum can pull tabs
cobbles
' 150-183 cm—2.5Y 6/4 light yellowish
brown to 2.5Y 7/4 pale yellow dense,
very compact silt
' 2 Gould 127 cm 0-66 cm-10YR 3/4 dark yellowish brown Modern debris
property sandy silt with 40 percent subrounded 0-30 cm BGS—1 piece plastic candy
gravels decreasing with depth wrapper, 1 non-diagnostic metal,2
pieces flat glass,2 clear vessel glass
' 66-127cm-2.5Y 6/4 light yellowish fragments,3 silvered glass mirror
brown sandy silt with less than 10 fragments with metal back and bezel
percent subrounded gravels increasing sides
compactness with depth. Large root
' encountered at 127 cm BGS
3 Gould 100 cm 0-90 cm-dry 2.5Y 5/4 light olive brown Modern debris
' property sandy silt with 70 to 80 percent 0-50 cm BGS-20 pieces of non-
subrounded to rounded gravels compact diagnostic metal,3 clear vessel glass
at 60 cm becomes less compact fragments, 1 kerosene lantern mantle
and 1 plastic cigarillo filter
90-100 cm-2.5Y 5/4 light olive brown
gravelly sandy silt with 80 percent
subrounded to rounded pea sized
gravels and sediment is very loose.
Due to looseness and fineness of
sediment the auger was unable to retain
the sediment and sidewalls collapsing
4 Tunis 105 cm 0-10 cm BGS-10YR 3/3 dark brown No cultural resources
property sandy silt with 40 percent subrounded
gravels
10-105 cm BGS-2.5Y 5/4 light olive
' 10/10/08\\Edmdata\projects\1073\002\WIP\R\Letter Report\Dayton Avenue Letter Report.doc LANDAu ASSOCIATES
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brown sandy gravel 80 to 90 percent
' subrounded gravels and some cobbles.
5 Tunis 110 cm 0-5 cm BGS-10YR 3/3 dark brown Modern debris
property moderately compact sand silt 0-20 cm BGS-2 concrete fragments,
1 brick fragment
' 5-20 cm BGS-10YR 5/4 yellowish
brown sandy silt with 40 percent
subrounded to rounded gravels
20-70 cm BGS-2.5Y 6/4 light yellowish
brown silt hardpan with<20 percent
gravels;density of gravels and cobbles
increases with depth
' 70-110 cm BGS-2.5Y 5/4 light olive
brown loosely compacted silty sandy
gravel, abrupt change from stratum
above, 70-80 percent pea gravels
' 6 Tunis 155 cm 0-90 cm BGS-dry 2.5 Y 4/3 olive brown Modern debris
property sandy silt with 30 to 40 percent 0-70 cm BGS-5 plastic fragments,3
subrounded to rounded gravels Styrofoam fragment,2 ceramic
fragments,2 beer bottle fragments,8
' 90-155 cm-slightly moist 10YR 4/4 dark unidentified metal fragments from 0 to
yellowish brown sandy silt with 30 to 40 70 cm BGS
percent subrounded to rounded gravels
' Although modern debris was recovered from five of the shovel probes, no prehistoric or historic
archaeological materials were observed. Photographs 5 and 6 show a representative stratigraphic profile
' and a selection of the modern debris,respectively.
' CONCLUSIONS AND RECOMMENDATIONS
No prehistoric or historic cultural resources were identified during the current investigation. The
' pedestrian survey did not identify archaeological materials on the surface and the subsurface shovel
testing did not yield any evidence of buried cultural resources other than modern debris. Given the recent
' development of the re-platted neighborhood that comprises the Stormwater System project area(1959 and
1980), which includes construction of houses within lots, combined with the lack of evidence of soil
' disturbance in the areas tested, the possibility for uncovering archaeological materials and historical
burials appears to be low. Placement of modern underground utilities under the residential streets within
the project area has disturbed these areas and no encounters with archaeological material or burials were
reported during those construction episodes. The likelihood of uncovering archaeological materials and
historical burials appears to be low in the Camas Avenue NE, NE 23rd Street, NE 22nd Street, and
Dayton Avenue NE segments of the project area. The paved area of the Schuster property, which we
were unable to test, appears to have a low probability for containing historic burials based on the
' proximity of the house and garage to the property line. Therefore, no further cultural resources work is
' 10/10/08\\Edmdata\projects\1073\002\WIP\R\Letter Report\Dayton Avenue Letter Report.doc LANDAu ASSOCIATES
13
recommended for the Stormwater System project. Copies of this letter report should be sent to DAHP
' and the Tribes with which the City is consulting for their review and comment.
However, if archaeological deposits of unevaluated significance are encountered during
' construction activities, ground disturbance should be halted and activities directed away from the area.
The construction foreman will notify the City of Renton Project Manager, Daniel Carey (425-430-7293)
' and Washington State Department of Archaeology and Historic Preservation (DAHP) Archaeologist
Gretchen Kaehler (360-586-3088) of any cultural materials uncovered and consult with them about the
' significance of the materials.
If human remains are encountered during construction activities, all work activities will cease
immediately. The area will be screened off, and the construction foreman will contact the City of Renton
Project Manager, Daniel Carey (425-430-7293) who will call 911 and the King County Medical
Examiner's Office(206-731-3232) and DAHP Archaeologist Gretchen Kaehler(360-586-3088) and State
' Physical Anthropologist Guy Tasa(360-586-3534). If the Medical Examiner determines that the burial is
not Euro-American, DAHP staff will assist the City in notifying appropriate Tribal representatives to
confer with the City on the protocol to sensitively treat the remains. The City of Renton will provide
strict 24-hour security of the area of the burial until appropriate treatment of the remains has been
determined.
USE OF THIS REPORT
' This cultural resources assessment has been prepared for the exclusive use of BHC Consultants,
LLC, and the City of Renton for specific application to the Dayton Avenue NE/NE 22°d Street
' Stormwater System project. No other party(with the exception of the appropriate reviewing agencies) is
entitled to rely on the information, conclusions, and recommendations included in this document without
' the express written consent of Landau Associates. Further, the reuse of information, conclusions, and
recommendations provided herein for extensions of the project or for any other project, without review
' and authorization by Landau Associates, shall be at the user's sole risk. The conclusions and
recommendations presented in this report are professional opinions based upon information currently
available to us and are made within the limitations of scope, schedule, and budget for this project. The
' determinations made in this report are considered preliminary until concurrence with the determinations is
received from the appropriate agencies. Our services have been provided in a manner consistent with that
' level of care and skill ordinarily exercised by members of the profession currently practicing in the same
locality under similar conditions as this project. We make no other warranty,either express or implied.
10/10/08\\Edmdata\projects\1073\002MIRMLetter Report\Dayton Avenue Letter Report.doc t_ANDAu ASSOCIATES
14
' LANDAU ASSOCIATES,INC.
' Li da Naoi Goetz
Associate Archaeologist/Cultural Resource Specialist
4VA-
Kara M.Kanaby
Staff Archaeologist
r--�
1 .
Douglas F.Tingwall
' Project Archaeologist
' Thomas C.Rust
Principal Investigator
' LNG/KMK/DFT/TCR/rgm
Attachments: Figures 1,2,and 3
' Selected Site Photographs
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19
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' 10/10/08\\Edmdata\projects\1073\002\WIP\R\Letter Report\Dayton Avenue Letter Report.doc LANDAU ASSOCIATES
20
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Dayton Avenue Figure
LANDAU Drainage Improvement Project Shovel Probe Locations �?
ASSOCIATES Scale in Feat Renton,Washington J
ATTACHMENT
' Selected Site Photographs
1
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1 1. Overview of the Stormwater System project area at Camas Avenue NE and
NE 23`d Street, looking east.
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2. Overview of SP-1, SP-2, and SP-3 on the Gould property, looking north.
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LANDAU Drainage Improvement Project Selected Site Photographs
1 ASSOCIATES Renton, Washington
1
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' 3. Overview of pavement and structure along the alignment on the Schuster
property, looking east.
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o Dayton Avenue Figure
LANDAU Drainage Improvement Project Selected Site Photographs
ASSOCIATES Renton, Washington 1 -2
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LAN[)AU Drainage Improvement Project Selected Site Photographs14 _�
' ASSOCIATES Renton, Washington
' FILE COP/
1
SWP-27-3296
DAYTON AVE NE / NE 22nd ST
STORM SYSTEM IMPROVEMENT PROJECT
GEOTECHNICAL REPORT
' Prepared by:
' KLEINFELDER WEST, INC.
August 30, 2007
1
1
' kn KLEINFELDER
RECEIVED
' AUG 312007
Kleinfelder Project No. 85323 ust 30, 2007t3HC Const'ltants, LLC
BHC Consultants LLC
720 Third Avenue, Suite 1200
Seattle, WA 98104
Attn: Mr. Jeff Kreshel, P.E.
Subject: Limited Geotechnical Engineering Services
Dayton and NE 22nd Street Drainage Improvements
Renton, Washington
' Dear Mr. Kreshel:
In accordance with your request, Kleinfelder completed a limited geotechnical study of a
' proposed drainage improvement project site located southeast of the intersection of NE
23rd Street and Camas Ave NE in Renton, Washington. This letter summarizes our
investigation and design and construction recommendations for the proposed project.
PROJECT UNDERSTANDING
Our understanding of the project is based on discussions with Mr. Jeff Kreshel of BHC
Consultants and the site location map provided on February 28, 2007. We understand
the storm water run off from streets is contributing to localized flooding in portions of the
project area. The City of Renton plans to mitigate the flooding by installing catch basins
' to route the surface water to the nearby storm water system. The planned
improvements will involve installation of Type 2 catch basins and placement of pipe in
' trenches as deep as 8 feet. Figure 1 shows a vicinity map for the project site.
The work was performed in accordance with the scope of work described in our
' Proposal for Limited Geotechnical Services dated March 1 , 2007. The work was
divided into three tasks; a Literature Review, a Site Reconnaissance and Limited
' Subsurface Exploration and a Summary letter report. The literature reviewed consisted
of the AGRA Earth and Environmental, Inc. titled Geotechnical Engineering Report,
Kennydale Sewer Interceptor and Storm Drain, Alternative 1 and 1A, Renton,
' Washington, dated January 1997 and a geologic map for the area. Our site
reconnaissance included a visual survey of the project site. Evidence of geologic or
85323/SEA71-174.doc Page 1 of 5 August 30, 2007
Copyright 2007 Kleinfelder
' geotechnical inconsistencies were recorded and analyzed. Our subsurface exploration
consisted of five hand dug holes advanced to depths of 1 to 6 feet below the ground
' surface; samples were collected at select depths. Hand hole logs for HH-1 to HH-5 are
attached. Please reference our proposal dated March 1, 2007 for additional scope of
' work details.
Site conditions
The project site is located within a single-family residential area located in Honey Creek
Ridge Neighborhood of Renton, Washington. The topography generally slopes to the
northwest toward the intersection of NE 23rd Street and Camas Avenue NE. The
planned drainage improvements generally follow the property lines between four
residential lots. Please see attached site plan, Figure 2.
Described subsurface conditions are based on geologic maps and on our limited
' subsurface exploration. A 1:100,000 scale GeoMapNW geologic map of King County
identifies that the project site is overlying Vashon recessional outwash deposits.
' Consistent with our findings the AGRA Earth and Environmental, Inc. subsurface
investigation dated January, 1997 observed a material similar to a recessional outwash
overlying a till like material.
Our limited subsurface exploration encountered primarily a loose to medium dense fine
' sand with silt and trace fine to coarse gravel which has the characteristics of a
recessional outwash. Our site reconnaissance also supported the geologic map
' identification. Topsoil on site is between 4 and 8 inches thick depending on surface
covering. In the south end of the site near NE 22nd Avenue, there were signs of 2 feet
' of fill, likely from initial grading or from gardening activities in the area. In general, the
deposit is loose at the surface and becomes medium dense with depth. Groundwater
was not encountered at the time of the exploration in June 2007.
RECOMMENDATIONS
' The following recommendations are based on a limited subsurface investigation, the
base of drainage structures and pipe could be as deep as 8 feet below ground surface.
' Our investigation included hand dug holes advanced to depths of 1 to 6 feet; thus the
installations will extend below our exploration depths.
85323/SEA7L174.doc Page 2 of 5 August 30,2007
Copyright 2007 Kleinfelder
1
' Excavations
We anticipate that excavations for the proposed drainage improvements will extend as
' deep as 8 feet into the recessional outwash. Excavations can be accomplished using
conventional trenching techniques. Based on groundwater conditions observed in our
' limited exploration we anticipate that dewatering can be accomplished with
conventional sump pump dewatering methods. However our explorations were limited
to a depth of 6 feet and no groundwater monitoring wells were installed on the project
site. Thus excavation could encounter denser soil requiring extra effort and/or
seepage, particularly in the winter months.
Although not encountered, recessional outwash soils are typically underlain by glacial
till. If present, ground water could be encountered perched on the glacial till.
Furthermore, excavation of glacial till soils would likely required use of heavy equipment
' with ripping teeth or narrow buckets. Glacial till soils may also contain cobbles and
boulders.
' Temporary excavation should be performed in accordance with current federal, state
and local regulations. Temporary excavation in excess of 4 feet vertical height must be
sloped or supported in accordance with Part N of Washington Administrative Code
(WAC) 296-155. Although a standard trench box support system is typically used for
' pipeline construction, the sides of the trenchline excavations may alternatively be
sloped. For planning purposes, we recommend the soil be treated as an OSHA Soil
Type C, maximum slope of l Y2 horizontal to 1 vertical.
Pipeline Support and Backfill
' The loose to medium dense soils anticipated beneath the pipe and structures are
expected to provide suitable foundation support, provided the trench excavation is
' constructed in the dry and the subgrade soils are not disturbed. In some instances,
very loose soil may extend below the pipe invert or structure base and will required
over-excavation and replacement with a suitable foundation layer. Such
' over-excavations should be handled on a case by case basis. Backfill of
over-excavations should consist of crushed rock satisfying the requirements of Section
' 9-03.9(1), Base Course, of the 2006 WSDOT Standard Specifications or similar City of
Renton specified material.
85323/SEA7L174.doc Page 3 of 5 August 30,2007
Copyright 2007 Kleinfelder
1
1 .
Pipe backfill and pipe bedding should be in accordance with City of Renton Standard
Specifications for storm sewer installation. We anticipate the onsite sand with silt can
' be reworked and re-compacted given favorable weather conditions. During the winter
months, problems with excess moisture may be encountered. In general, soils used for
trench backfill should not contain any organic matter or debris, nor any individual
particles greater than 6 inches in diameter. Imported trench backfill should consist of
' clean sand and gravel satisfying the requirements of Section 9-03.14(1), Gravel Borrow,
of the 2006 WSDOT Standard Specifications or similar City of Renton specified
material. Trench backfill should be placed in 6 to 12 inch lifts depending on the material
and compaction equipment. To provide adequate support for pavements or structures
trench backfill placed within the upper 2 feet should be compacted to a least 95 percent
of Modified Proctor maximum dry density (MDD), as determined in accordance with
ASTM D 1557. Within other areas, or more than 2 feet below surface elevation the
trench backfill should be compacted to at least 90 percent of Modified Proctor MDD.
Limitations
' Recommendations contained in this report are based on our field observations and
limited subsurface explorations, and our present knowledge of the proposed
construction. It is possible that soil and groundwater conditions could vary between or
beyond the points explored, or at depths below our explorations. If soil or groundwater
' conditions are encountered during construction that differs from those described herein,
we should be notified immediately in order that a review may be made and
supplemental recommendations provided. If the scope of the proposed construction
changes from that described in this report, our recommendations should also be
reviewed.
We have prepared this report in substantial accordance with the generally accepted
geotechnical engineering practice as it exists in the site area at the time of our study.
No warranty, express or implied, is made. Other standards or documents referenced in
any given standard cited in this report, or otherwise relied upon by the author of this
report, are only mentioned in the given standard; they are not incorporated into it or
"included by reference", as that latter term is used relative to contracts or other matters
' of law.
' This report may be used only by the City of Renton, BHC Consultants, and their design
consultants and only for the purposes stated within a reasonable time from its issuance,
' but in no event later than 36 months from the date of the report.
85323/SEA7L174.doc Page 4 of 5 August 30,2007
Copyright 2007 Kleinfelder
The scope of work for this subsurface exploration and geotechnical report did not
' include environmental assessments or evaluations regarding the presence or absence
of wetlands or hazardous substances in the soil, surface water, or groundwater at this
site.
Further guidelines and information regarding the use of this geotechnical report can be
found in the ASFE publication entitled Important Information About Your Geotechnical
Engineering Report, which is included as an attachment of this letter report.
We appreciate the opportunity to provide geotechnical services to you on this project.
Please contact the undersigned at (425) 562-4200 if you have any questions regarding
' this report or if we can provide assistance with other aspects of the project.
Respectfully submitted,
KLEINFELDER WEST, INC.
' Ian C. LaVielle, EIT Marcus B. Byers, P. E.
Project Engineer Geotechnical Group Manager
Attachments:
Figure 1: Vicinity Map
' Figure 2: Site Plan
Hand Hole Logs
Important Information About Your Geotechnical Engineering Report
' 85323/SEA7L174.doc Page 5 of 5 August 30,2007
Copyright 2007 Kleinfelder
1
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REVIEWED BY: Ian LaVielle DIAMETER OF BORING(in):3 inch CASING SIZE: None
Dayton & 22nd Drainage Improv.
1 Renton,WA -
KLEINFELDER
GEOTECHNOICALILS AN D ENVIR N TESTING ENGINEERS BORING LOG p
' PROJECT NUMBER: 85323I_I PAGE I of I
' TESTING PROGItAltl
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Dayton &22nd Drainage Improv.
Renton,WA
k4KLEINFELDER _
Q GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS
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PROJECT NUMBER: 85323 H -I_2 PAGE I of 1
' ESTING PROGRAM U.S.C.S.
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Dayton & 22nd Drainage Improv.
Renton,WA
= KLEINFELDER _
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N PAGE l of 1
PROJECT NUMBER: 85323 IIIi_3
TESTING PROGRAM
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Renton,WA
Cl. KLEINFELDER _
a GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS
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' PROJECT NUMBER: 85323 HH_4 PAGE I of 1
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Dayton & 22nd Drainage Improv.
Renton,WA
Z KLEINFELDER _
< GEOTECHNICAL AND ENVIRONMENTAL ENGINEERS
n SOILS AND MATERIALS TESTING BORING LOG
PROJECT NUMBER: 85323 HI-5 PAGE 1 of I
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Geolechol"Col Eflul ot : .eeping RePOPI:
• e J J I I I B I'I a B 1 , ,J' J
Geotechnical Services Are Performed for o elevation,configuration, location, orientation,or weight of the
' Specific Purposes, Persons, and Projects proposed structure,.
Geotechnical,engineers structure their services to meet the specific needs of o composition of the design team,or
their clients.A geotechnical engineering study conducted for a civil engi- 6 project ownership.
neer.may not fulfill.the needs of a construction contractor or even another
civil.engineer.Because each geotechnical engineering study is unique,each_ As a general rule,always inform your geotechnical engineer of project
geotechnical engineering report is unique,prepared solelyfor the client.No changes—even ones-and request an assessment of their impact.,
' one except you should rely on your geotechnical engineering report without Geotechnical engineers cannot accept responsibility or liability for problems
first conferring with the'geotechnical engineer who prepared it.And no one that occur because,their reports,do.not consider developments of which
-not even you-should apply the report for any purpose or project they were not informed..
except the,one originally contemplated.
' Sahsurfoce:Conditions Can Change
Read thi.e,Full Report A geotechnical engineering report is based on conditions that existed at
Serious problems have occurred because those relying on a geotechnical the time the study was Performed.Do not rely on a geotechnical engineer-
engine report did not read it all.Do not rely on an executive summary. ing reportwhose adequacy may have been affected by:the passage of
Do not read selected elements only, time;by man-made:events,such as construction on or adjacent to the site;
or by natural events,such as floods,earthquakes,or groundwater fluctua-
' A Geotechoacal Engineering Reportls Rased on tions.Always contact the geotechnical engineer before applying the report
AV nique Set of Project-Specific Factors to determine;if it is still.reliable.A minor amount of additional testing or
Geotechnical engineers consider a number of unique,project-specific fac- analysis could,preyent major problems.
tors when establishing the scope of a study.Typical factors include:the
' client's goals, objectives,and.risk management preferences;the general Most Geotechnical Findings Are Professional
nature of the structure involved,its size,and configuration;the location of Opinions
the structure on the site;and other planned or existing site improvements, Site exploration identifies subsurface conditions only at those points where
such as access roads,parking lots,and underground utilities.Unless the subsurface tests are.conducted or samples are taken.Geotechnical engi-
geotechnical engineer who conducted the study specifically indicates oth- nee
rs review.feld.and laboratory data and then apply their professional
erwise,'do..not rely on a geotechnical engineering report that was: judgment to..render.an opinion about subsurface conditions throughout the
' 0 not prepared for you, site.Actual subsurface conditions may differ—sometimes significantly—
not prepared for your project, from those indicated in your report.Retaining the geotechnical engineer
Y not prepared for the specific site explored,or who developed your report to provide construction observation is the
o completed before important project changes were made. most effective method.of managing the risks associated with unanticipated
' Typical changes that can erode the reliability of an existing geotechnical conditions:
engineering report include those that affect: A Report's Recommendations Are Not Final
' the function of the proposed structure,as when it's changed from a Do not overrely on the construction recommendations included in your
parking garage to an office building,or from a light industrial plant report Those recommendations are not final, because geotechnical engi-
to a refrigerated warehouse, neers develop them principally from judgment and opinion.Geotechnical
' engineers can finalize their recommendations only by observing actual
subsurface conditions revealed during construction. The geotechnical have led to disappointments,claims,and disputes.To help reduce the risk
' engineer who developed your report cannot assume responsibility or of such outcomes,geotechnical engineers commonly include a variety of
liability for the report's recommendations if that engineer does not perform explanatory provisions in their reports.Sometimes labeled:°limitations
construction observation. many of these provisions indicate where geotechnical engineers'responsi-
' - - bilities begin and end,to help others recognize their own responsibilities
Subject t0 A Geotechnical Engineering RePOrt Is and risks. Read these provisions closely.Ask questions.Your geotechnical
Misinterpretation. _ _. engineer should respond fully and frankly. :.
Other design team members'misinterpretation of geotechnical engineering
' reports has resulted in costly problems.Lower that risk by having your geo- Geoefl8vi GnMental ConCernS Are Not Covered
technical engineer confer with appropriate members of the design team after The equipment,techniques,and personnel used to perform a geoenvfron-
submitting the report.Also retain your geotechnical engineer to review perti- mental study differ significantly from those used to-perform a gedfechnical
nent elements of the design team's plans and specifications.-Contractors can study.For that reason,a geotechnical engineering report does not usually
also misinterpret a geotechnical engineering report.Reduce that risk by relate any geoenvironmental findings,conclusions, or recommendations;,
having your geotechnical engineer participate in prebid and preconstructiofi e.g.,about the likelihood of encountering underground storage tanks'or
' conferences,and by providing construction observation. regulated contaminants. Unanticipated environmental problems have led
to numerous project failures.If you have not yet obtained your own geoen-
®o Not Redraw the Engineer's Logs vironmental information,ask your geotechnical consultant for risk man-
Geotechnical engineers prepare final boring and testing logs based upon agement guidance.Do not rely on an environmental report prepared for,
' their interpretation of field logs and laboratory data.To prevent errors or someone else.
omissions,the logs included in a geotechnical engineering report should
never be redrawn for inclusion in architectural orother design drawings. Obtain Pr®fe9916fibi Agststafi&e 6®eitli wiff maid
Only photographic or electronic reproduction is acceptable,but recognize Diverse strategies can be applied during building design,construction,
that separating logs from the report can elevate risk. operation,and maintenance to prevent significant amounts of mold from
growing on indoor surfaces.To be effective,all such;strafegles should be
-.hive-C®fl@trnCto9s a.,C®9@9plee.�$i �09� ��➢�9.. -- —..—.devised,for the express purpose-of_mold prevention'integratetl.mto a cam-_ .
' Guidance prehensive plan,and executed with diligent oversight by a professional .
Some owners and design professionals mistakenly believe they can make. mold prevention consultant.Because just a small amount of water or_
contractors liable for unanticipated subsurface conditions by limiting what moisture can lead to the development of severe mold infestations,'a num-
' they provide for bid preparation.To help prevent costly problems,give con- ber of mold prevention strategies focus on keeping building surfaces dry.
tractors the complete 9eotechnical,engineering report,,but preface.it with a' While groundwater,water infiltration,and similar issues may.have been
clearly written letter of transmittal.In that letter,advise contractors that the addressed as part of the geotechnical engineering'study whose findings
report was not prepared for purposes of bid development and that the are conveyed in-this report,the geotechnical engineer in charge of this
report's accuracy is limited;encourage them to confer with the geotechnical project is not a mold prevention consultant; none of the services per-
engineer who prepared the report(a modest fee may be required)and/or to formed in connection with the geotechnical engineer's study
conduct additional study to obtain the specific types of information they were designed or conducted for the purpose of mold preven-
- - ---
need or prefer.-A prebid conference can also be valuable.Be sure contrac- tion. Proper implementation of the recommendations conveyed
tors have sufficient time to perform additional study:Only then might you in this report will'noCof itself be sufficient to prerrenfmold from.
be in a position to give contractors the best information available to you, growing in or on the structure involved.
' while requiring them to at least share some of.the financial responsibilities
stemming from unanticipated conditions. Rely, on Your ASFE-Member Geotechncial
Engineer for Additional Assistance
Read Responsibility Provisions Closely Membership in ASFE/The Best People on.Eanh exposes geotechnical
- Some clients;design-professionals;and contractors-do not-recognize-that-- engineers to a wide array of-risk management-techniques=that can-be of-::_:
geotechnical.engineering is far-less:exactthan-other-engineering-disci= genuine benefit for everyone involved with a construction-project:.Confer
plines.This lack of understanding has created unrealistic expectations that` with you ASFE-member geotechnical engineer for more information:
1
The 6esl People on Earth
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Telephone 301/565 2733' Facsimile:301/569-2017
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Copyright 2004 by ASFE,Inc.Duplication,reproduction,or copying of this document,in whole or in part,by any means whatsoever,is strictly prohibited,except with ASFE's
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purposes of scholarly research or book review.only members of ASFE may use this document as a complement to or as an element of a geotechnical engineering report.Any other
firm,individual,or other entity that so uses this document without being an ASFE member could be committing negligent or intentional(fraudulent)misrepresentation... . .
IIGEn06045.OM
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' SWP-27-3296
' DAYTON AVE NE / NE 22nd ST
STORM SYSTEM IMPROVEMENT PROJECT
1 HYDROLOGIC / HYDRAULIC DESIGN MEMO
Prepared by:
' BHC CONSULTANTS
' May 22, 2008
1
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3
' SWP-27-3296
' DAYTON AVE NE / NE 22nd ST
STORM] SYSTEM IMPROVEMENT PROJECT
1
' HYDROLOGIC / HYDRAULIC DESIGN MEMO
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' May 22, 2008
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CONSULTANTS
' MEMORANDUM
' Date: May 22, 2008
To: Daniel Carey, P.E. City of Renton
Ron Straka, P.E. City of Renton
' From: Dave Harms, P.E. . ;
�e
Valerie Tokumoto, E.I.T.
' CC:
�
Subject: Hydrologic/Hydraulic Analysis
Dayton Ave NE/NE 22nd Street Drainage Improvement Project
' INTRODUCTION
This memorandum summarizes the hydrologic/hydraulic analysis that was performed to
' determine drainage system sizing and configuration requirements for the Dayton Ave NE/NE
22nd Street Drainage Improvement Project. A project area/location map is illustrated in Figure 1,
attached. The purpose of the project is to mitigate localized flooding problems in the vicinity of
' Dayton Avenue NE and NE 22" Street. The analysis was performed using XPSWMM modeling
software. The software generated runoff from the contributing area, routing it through the
proposed stormwater piping system and the existing system in NE 23rd Street, to Aberdeen
' Avenue NE.
ANALYSIS ASSUMPTIONS
' The analysis was performed in accordance with the following local and state standards:
• Hydrologic analysis — 2001 Department of Ecology Stormwater Management Manual for
' Western Washington.
• Hydraulic design of conveyance facilities — 1990 King County Surface Water Design
Manual.
' The King County Surface Water Design Manual requires that the maximum Hydraulic Grade
Line (HGL) is at least 1 foot below structure rim elevations for the 25-year storm and also does
not rise above rim elevation for the 100-year storm.
I
SBUH methodology, included in XPSWMM, was used to determine peak runoff rates and
' volumes to be conveyed through the proposed drainage improvements. SBUH is one of several
methods allowed by Ecology's Stormwater Management Manual for Western Washington, for
determining Stormwater runoff rates. Land use information was obtained from the NE 27th
' St/Aberdeen Ave. study (September, 1997) performed by RW Beck (Beck study). Impervious
acreages identified for each subbasin in the Beck study were prorated for the portions of those
subbasins tributary to the Dayton Avenue flooding area. Additional assumptions in the analysis
' are as follows:
6 Runoff curve number = 68, (Beck study)
® Rainfall distribution = SCS Type 1A, 24 hour
' • 24 hour storm total precipitation:
o 2-year = 1.98 inches
o 25-year = 3.40 inches
' 0 100-year = 3.85 inches
• Assume no infiltration in the perforated pipe segments of the existing drainage system.
• The horizontal and vertical alignment of the proposed piping is based on the 60% design
' drawings. Pipe slopes range from 0.018 ft/ft to 0.05 ft/ft. Horizontal and/or vertical
alignment revisions implemented subsequent to the 60% design are not reflected herein.
• Pipe diameter is 12-inches (City minimum design standard).
' • A Mannings 'n' Value of 0.014 was chosen for the analysis.
ANALYSIS
' The purpose of the analysis is to identify piping improvements that would successfully collect
and convey runoff from the area experiencing flooding problems to the existing City stormwater
system in NE 23Id St. The analysis must also identify the ability of the existing stormwater
system to convey the increased flow to the trunk system in Aberdeen. The extents of the
existing system modeled therefore included the 12-inch line in NE 23rd Street, from Camas Ave.
NE to the west, connecting to the 24-inch trunk line in Aberdeen Ave. The connection in
' Aberdeen Ave. is approximately 300 feet south of NE 24th Street. The 24-inch line in Aberdeen
Ave. was not modeled in this analysis, however a tailwater/pipe flowing full condition was
assumed at the connection to the Aberdeen Ave. trunk line.
' Figure 2, attached, illustrates the basin area & system map. The map is a printout from the
XPSWMM model overlaying the basemap developed for the Beck study. It identifies the
' model's representation of the existing and proposed stormwater piping systems and tributary
areas. The horizontal alignment of the existing and proposed systems in the model was
developed by manually creating pipe segments and manholes, overlaying them on top of the
basemap graphic. Existing system lengths, slopes, invert elevations and the CB naming
' convention were obtained from the 18 Feb, 1981 "As-Built" drawings provided by the City.
It appears that portions of the existing City stormwater system in NE 23`d St., between CB#5
' and CB #4 and between CB #3 and CB#2, were intended to allow for potential infiltration, with
reaches of perforated pipe at these locations. These perforated pipe reaches are placed at
0.5% slope with the downstream end installed lower than the invert of the adjacent downstream
' pipe reach. This configuration requires the hydraulic grade line to rise above the adjacent invert
to allow flow downstream, giving the runoff volume more time to potentially infiltrate into the
surrounding soil. Specific infiltration rates for the local soils are unknown and no infiltration was
therefore assumed for this analysis.
2
Tributary areas and associated land use were determined by identifying the portions of the
subbasins in the Beck study tributary to existing and proposed stormwater collection systems.
' Subbasin A6 from the Beck study was sub-divided into A6a and Aft, tributary to two separate
branches of the proposed Stormwater system. These two branches join together and cross to
the northwest, connecting to the existing system at Camas Ave NE and NE 23Id St. Subbasin
' A4 from the Beck Study was sub-divided into A4a, A4b and A4c and input to the existing system
at CB #2, CB#5 and CB #9, respectively, in the model. The branches of the existing
stormwater system in Blaine and Camas Avenues were not simulated in the study. The table
' below summarizes subbasin data input to the model.
' Area % Imperv. Pervious Subbasin Slope Time Inlet
Subbasin (Ac) Imperv. area area Width (ft/ft) to CB
peak
' A4a 2.3 42 1.0 1.3 200 0.074 6.4 #2
A4b 3.8 42 1.6 2.2 300 0.073 8.1 #5
A4c 2.3 42 1.0 1.3 190 0.054 18.6 #9
' A6a 1 4.6 45.8 2.1 2.5 370 0.034 31.7 CB-8
Aft 1.6 45.8 0.7 0.9 120 0.060 13.4 CB-10
RESULTS
Model runs were performed for the 2-, 25- and 100-year 24-hour storms, for the 12-inch
diameter conveyance system piping. Per the criteria stated in Analysis Assumptions, the
' proposed design must convey the 25-year storm such that maximum surcharging was no
greater than 1-foot below structure rim elevations. The 100-year storm was run to check that
maximum surcharging didn't exceed rim elevation. The 2-year storm was run as a check to
' identify the extents of surcharging in the existing system during more frequent runoff conditions.
In general for this analysis, surcharging is defined as the HGL rising above the crown of the
pipe. The table below summarizes the hydrologic runoff conditions.
' Peak Flows cfs
Subbasin Drainage Node 2-year 25-year 100- ear
' A4a CB#2 0.27 1.04 1.32
A4b CB#5 0.42 1.62 2.06
A4c CB#9 0.18 0.73 0.93
' A6a C13-8 0.34 1.25 1 1.58
Aft CB-10 0.17 0.62 1 0.79
' The results of each model run are illustrated in the attached profile plots. For each model run
performed, the pipe reaches between CB #5 and CB #2 (existing piping system) surcharged as
expected, as a result of the lower upstream inverts creating a backwater to facilitate infiltration in
' the perforated pipe reaches. This surcharging extended up to the pipe reach between CB #9
and CB #5 for the 25- and 100-year storms.
' Analysis results indicate that no surcharging was identified for the proposed pipe reaches, up to
and including the 100-year storm.
3
1
RECOMMENDATIONS
' Model results indicate that 12-inch diameter pipe will adequately convey runoff from the area
currently experiencing flooding to the existing system in NE 23`d St. 12-inch diameter pipe is
therefore proposed for this project. Although model results indicate that the existing
' conveyance system in NE 23`d St. experiences surcharging, it is within the stated criteria and
therefore adequately conveys runoff to the trunk line in Aberdeen Ave. As noted previously, it is
believed that portions of the existing conveyance system in NE 23`d St. were designed to
' surcharge, to infiltrate a portion of the runoff. Given the City required minimum 12-inch diameter
piping, the resulting surplus capacity (according to the hydrologic/hydraulic modeling analysis
documented herein) is anticipated to be more than adequate to accommodate any minor
t changes to the horizontal and/or vertical alignment of the stormwater system piping as a result
of final design or construction conditions.
1
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720 Third Avenue,Suite 1200
Seattle,Washington 98104-1820 City of Renton
206.505.3400 Dayton Avenue NE and NE 22nd Street 2
206.505.3406(fax)
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' SWP-27-3296
' DAYTON AVE NE / NE 22nd ST
STORM SYSTEM IMPROVEMENT PROJECT
' HYDROLOGIC / HYDRAULIC DESIGN MEMO
' Prepared by:
BHC CONSULTANTS
' May 22, 2008
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SWP-27-3296
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' DAYTON AVE NE / NE 22nd ST
STORM SYSTEM IMPROVEMENT PROJECT
' HYDROLOGIC / HYDRAULIC DESIGN MEMO
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CONSULTANTS
' MEMORANDUM
t Date: May 22, 2008
To: Daniel Carey, P.E. City of Renton
Ron Straka, P.E. City of.Renton
From: Dave Harms, P.E.
Valerie Tokumoto, E.I.T.
' CC:
Subject: Hydrologic/Hydraulic Analysis
' Dayton Ave NE/NE 22nd Street Drainage Improvement Project
' INTRODUCTION
This memorandum summarizes the hydrologic/hydraulic analysis that was performed to
' determine drainage system sizing and configuration requirements for the Dayton Ave NE/NE
22nd Street Drainage Improvement Project. A project area/location map is illustrated in Figure 1,
attached. The purpose of the project is to mitigate localized flooding problems in the vicinity of
' Dayton Avenue NE and NE 22nd Street. The analysis was performed using XPSWMM modeling
software. The software generated runoff from the contributing area, routing it through the
proposed stormwater piping system and the existing system in NE 23rd Street, to Aberdeen
' Avenue NE.
ANALYSIS ASSUMPTIONS
' The analysis was performed in accordance with the following local and state standards:
• Hydrologic analysis — 2001 Department of Ecology Stormwater Management Manual for
' Western Washington.
• Hydraulic design of conveyance facilities — 1990 King County Surface Water Design
Manual.
' The King County Surface Water Design Manual requires that the maximum Hydraulic Grade
Line (HGL) is at least 1 foot below structure rim elevations for the 25-year storm and also does
not rise above rim elevation for the 100-year storm.
1
SBUH methodology, included in XPSWMM, was used to determine peak runoff rates and
' volumes to be conveyed through the proposed drainage improvements. SBUH is one of several
methods allowed by Ecology's Stormwater Management Manual for Western Washington, for
determining Stormwater runoff rates. Land use information was obtained from the NE 27th
' St/Aberdeen Ave. study (September, 1997) performed by RW Beck (Beck study). Impervious
acreages identified for each subbasin in the Beck study were prorated for the portions of those
subbasins tributary to the Dayton Avenue flooding area. Additional assumptions in the analysis
' are as follows:
0 Runoff curve number = 68, (Beck study)
0 Rainfall distribution = SCS Type 1A, 24 hour
' 0 24 hour storm total precipitation:
o 2-year = 1.98 inches
o 25-year = 3.40 inches
' 0 100-year = 3.85 inches
0 Assume no infiltration in the perforated pipe segments of the existing drainage system.
0 The horizontal and vertical alignment of the proposed piping is based on the 60% design
' drawings. Pipe slopes range from 0.018 ft/ft to 0.05 ft/ft. Horizontal and/or vertical
alignment revisions implemented subsequent to the 60% design are not reflected herein.
Pipe diameter is 12-inches (City minimum design standard).
' 0 A Mannings `n' Value of 0.014 was chosen for the analysis.
ANALYSIS
' The purpose of the analysis is to identify piping improvements that would successfully collect
and convey runoff from the area experiencing flooding problems to the existing City stormwater
system in NE 23`d St. The analysis must also identify the ability of the existing stormwater
' system to convey the increased flow to the trunk system in Aberdeen. The extents of the
existing system modeled therefore included the 12-inch line in NE 23`d Street, from Camas Ave.
NE to the west, connecting to the 24-inch trunk line in Aberdeen Ave. The connection in
' Aberdeen Ave. is approximately 300 feet south of NE 24th Street. The 24-inch line in Aberdeen
Ave. was not modeled in this analysis, however a tailwater/pipe flowing full condition was
assumed at the connection to the Aberdeen Ave. trunk line.
' Figure 2, attached, illustrates the basin area & system map. The map is a printout from the
XPSWMM model overlaying the basemap developed for the Beck study. It identifies the
' model's representation of the existing and proposed stormwater piping systems and tributary
areas. The horizontal alignment of the existing and proposed systems in the model was
developed by manually creating pipe segments and manholes, overlaying them on top of the
basemap graphic. Existing system lengths, slopes, invert elevations and the CB naming
' convention were obtained from the 18 Feb, 1981 "As-Built" drawings provided by the City.
It appears that portions of the existing City stormwater system in NE 23`d St., between CB#5
' and CB #4 and between CB #3 and CB#2, were intended to allow for potential infiltration, with
reaches of perforated pipe at these locations. These perforated pipe reaches are placed at
0.5% slope with the downstream end installed lower than the invert of the adjacent downstream
' pipe reach. This configuration requires the hydraulic grade line to rise above the adjacent invert
to allow flow downstream, giving the runoff volume more time to potentially infiltrate into the
surrounding soil. Specific infiltration rates for the local soils are unknown and no infiltration was
therefore assumed for this analysis.
2
Ind use were determined b identifying the portions of the
Tributary areas and associated a y y g
subbasins in the Beck study tributary to existing and proposed stormwater collection systems.
' Subbasin A6 from the Beck study was sub-divided into A6a and Aft, tributary to two separate
branches of the proposed Stormwater system. These two branches join together and cross to
the northwest, connecting to the existing system at Camas Ave NE and NE 23rd St. Subbasin
' A4 from the Beck Study was sub-divided into A4a, A4b and A4c and input to the existing system
at CB #2, CB#5 and CB #9, respectively, in the model. The branches of the existing
stormwater system in Blaine and Camas Avenues were not simulated in the study. The table
' below summarizes subbasin data input to the model.
Area % Imperv. Pervious Subbasin Slope Time Inlet
Subbasin (Ac) Imperv. area area Width (ft/ft) to CB
peak
' A4a 2.3 42 1.0 1.3 200 0.074 6.4 #2
A4b 3.8 42 1.6 2.2 300 0.073 8.1 #5
A4c 2.3 42 1.0 1.3 190 0.054 18.6 #9
' A6a 4.6 45.8 2.1 2.5 370 0.034 31.7 CB-8
Aft 1.6 45.8 0.7 0.9 120 0.060 13.4 CB-10
' RESULTS
Model runs were performed for the 2-, 25- and 100-year 24-hour storms, for the 12-inch
diameter conveyance system piping. Per the criteria stated in Analysis Assumptions, the
' proposed design must convey the 25-year storm such that maximum surcharging was no
greater than 1-foot below structure rim elevations. The 100-year storm was run to check that
maximum surcharging didn't exceed rim elevation. The 2-year storm was run as a check to
' identify the extents of surcharging in the existing system during more frequent runoff conditions.
In general for this analysis, surcharging is defined as the HGL rising above the crown of the
pipe. The table below summarizes the hydrologic runoff conditions.
Peak Flows cfs
Subbasin Drainage Node 2-year 25-year 1 00- ear
' Ma CB#2 0.27 1.04 1.32
A4b CB#5 0.42 1.62 2.06
A4c CB#9 0.18 0.73 0.93
' A6a CB-8 0.34 1.25 1.58
Aft CB-10 0.17 0.62 0.79
' The results of each model run are illustrated in the attached profile plots. For each model run
performed, the pipe reaches between CB #5 and CB#2 (existing piping system) surcharged as
expected, as a result of the lower upstream inverts creating a backwater to facilitate infiltration in
' the perforated pipe reaches. This surcharging extended up to the pipe reach between CB #9
and CB #5 for the 25- and 100-year storms.
' Analysis results indicate that no surcharging was identified for the proposed pipe reaches, up to
and including the 100-year storm.
3
' RECOMMENDATIONS
•
' Model results indicate that 12-inch diameter pipe will adequately convey runoff from the area
currently experiencing flooding to the existing system in NE 23Id St. 12-inch diameter pipe is
therefore proposed for this project. Although model results indicate that the existing
' conveyance system in NE 23`d St. experiences surcharging, it is within the stated criteria and
therefore adequately conveys runoff to the trunk line in Aberdeen Ave. As noted previously, it is
believed that portions of the existing conveyance system in NE 23rd St. were designed to
' surcharge, to infiltrate a portion of the runoff. Given the City required minimum 12-inch diameter
piping, the resulting surplus capacity (according to the hydrologic/hydraulic modeling analysis
documented herein) is anticipated to be more than adequate to accommodate any minor
changes to the horizontal and/or vertical alignment of the stormwater system piping as a result
' of final design or construction conditions.
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