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1 SEPA Environmental Review Application Strander Boulevard Extension Project City of Renton 1 September 2004 1 - 21 - 1 DRAINAGE A E REPORT 1 ................................................................................................................................................. E This project is federally funded and therefore is following the Washington State Department of Ecology's Stormwater Management Manual for Western Washington rather than the King County Storm Water Design Manual. The attached Hydraulics c Report and the proposed Supplement to the Hydraulics Report satisfy the requirement 1 ; for the Drainage Report. The Hydraulics Report for Strander Boulevard Extension 30%Plans(July, 2004)provides conceptual to 30%design plans for the entire project, the Supplement to the Hydraulics Report will provide the addition of storm water ' plans for the overcrossing, and the Floodplains Discipline Report provided in Section E 17 describes how special requirements in Section 1.3 of KCSWDM are addressed. :..................................................................................................................... ................ ........... .. : 1 DEVELOPMENT PLANNING CITY OF RENTON ' OCT 1 12004 RECEIVED 1 ® 21-1 1 Perteet Inc. i i Hydraulics Report i FOR STRANDER BOULEVARD EXTENSION 30% Plans Renton, Washington July 6, 2004 Prepared by: Prepared for: � RE ro �� -�. 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 Y p Hydraulics Report for Drainage Facilities Project: Strander Boulevard Extension Renton, WA Date: July 6, 2004 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. r r r IPROJECT 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 r Appendix A- Hydrologic Calculations ■ Appendix B- Basin Maps ■ Appendix C- 30% Plans Appendix D- Soil Boring Logs r r r Perteet Inc. Strander Boulevard rJuly 6, 2004 Preliminary Hydraulics Report i I 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`h 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`h 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 271h 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 July 6, 2004 Preliminary Hydraulics Report Jun 29,2004-3:32pm ErikE J:\Trans_Design\22044-StranderBlvd\11_Hydraulics_Report\Existing Basin Map-Master.dwg Layout Name:Basin Map \, \ W est V al lev _ t --i-f,'�:r r, (-i,:,''o'ifj{,�.•a�.'S ` �� y tip_,rn Z C,M.S.T.P.Union PadflC R.R. #k a B.N.I.RR �\`\ (n T \ I fn (n z n z \ \ I Ilz�co \` ULJCD �x \ `� >In z CD m o iv \ I - ----- I 41,akesdale Ave SW r. S� 0(n m Z V J N m� � n V N0 J p z 7T (A :. 1--a y Ra mond Ave. SW `:rfii�yJl l:;� (:reek Lind Ave. SVII' ► �;, SW i \ JI 1 I ` 0Cf) 1 _In N m o _ 4 z i 3 Z (n 0 mcn 3 I::L .T cc t <r ct z � ° F \/allay E Valley Rd. - ' --_ - _-_-r d O 9 i I 111 71 -L-T-1 -1-7�—�-- City of Renton FIGURE 1.1.1 R E N T O N Strander Boulevard Extension Perteet Engineering, Inc. Preliminary Hydraulics Report EXISTING DRAINAGE BASINS Ciril,Tnnsporwtion:md 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 isurface (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. Subbasin ID Impervious Pervious Total Total Total Total See Figure 1.1.1 PGIS Gravel NPGIS Impervious 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 1 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 0.71 0.41 1.1 Project Totals 5.41 0.11 0.9 6.41 7.51 14.0 Table 1.1.1 Existing Subbasin Areas 1.2 Proposed Conditions 1 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 1 -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 271h 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 Hig_hpoint at Station 23+10 Perteet Inc. Strander Boulevard C July 6, 2004 Preliminary Hydraulics Report M 9-0 w Jun 29,��2�70g04-3:15pm ErikE J:\Trans_Design\22044-StranderBlvd\11_Hydraulics_Report\Developed Basin Map-Master.dwg Layout Name:HYDRAULICS REPORT W \J 1 \ I 1 (% t Valley Hwy-J 2s" \;aII(.y ijwy ,. -�,_.� -.:�-r,r;r,rr,r,I;r,r,.,-i-r,rt-ram �,C��T--. ' �? r.=•_ .. ��i � �--- _- ---�_ �/ �—''J' '1..4i�t FY,r;1,1:'•.yt.u':lil. 4y_ t. � -.-..._ - ( ; -t I, .I t,l'I;t,1,1.1,1 1 I 1,I,I,I:1;1 7,1 1'11'1'1,;1;1 1 I f1•1;1;'I;•1;1,I;1;I•I;I;I;4'V- - C.M.S.T.P.Lnlon PecM I,I l V 1 1 I { 1 I,1,1,1,1;1 I,1,:1;1;1;1;1;1,I,I 1 1,I,I I I I 1 1,1 1,I,I,1;I,1,I,1;1;1•1;1;I `t I,I,I I I I 1 1 I I I I I I;I'1'I,I.1,1,1:1;1;1;1:1 I 1•1;1;I I,I,I,I,I,1,I,I,1,1'1,1,1•,'1•, _. \ � i Z I - I; 't 171 Ir ;1 a•• ti �, ;•� l� i -BUJ ii ;% 4.1 L=j! ;v i iry\ f- ( dale Ave SW ; _ r=_ HIGH P01W- -\ ••� •, N ,.I.............. Cn , Q z r, - * Rayn SpringbraOk Creek -------------Cn !, N z F R U (1 Cn � U) Lind Ave. SW' ' Lied A r --- _—_� -- -1 4_ SW Cn 5 ' •i N ICDCO ., . r m T (f') � t n` z z rr r vi ' r _ E Valley Rd. E Va I m = -- -- - z -��-_.---- - — U � Q O N DA DX � o m ram- 'i n f - ...��... m > i C O = z M m A z ' 0 City of Renton FIGURE 1.2.1 E N T O N Strander Boulevard Extension Perteet Engineering, Inc. Preliminary Hydraulics Report DEVELOPED BASIN MAP Civil,Transportation and Surveying SW 7TH ST ti S� 7 \ I � a S 1ST T INTERURBAN .S` AVE S S A( / S`N "ETH Sr - y11y J I I y11 - BLVD i 3 PKWY Q r STAGE 1 - 0 I ��` STAGE 2 O z z a ' cc I BLVD SW o STRANpER BLVD Lj STAGE 3 > I w r � SW 34TH ST LU 3 - L J a w X Y tr O O a w SW 41ST ST o i c z 4 S T 180TH I ! SE 43RD ST ST � t _ (S 180TH ST) R E N T QN 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 1.8 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 Boulevard127`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 27`h 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. Perteet Inc. Strander Boulevard 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 rdetermined 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 27th Street Box Culvert. 3 Offsite Analysis 3.1 Regional Drainage Systems 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 27th Street SW between Oakesdale Avenue SW and Lind Avenue SW. To the west of the project is the Green Perteet Inc. Strander Boulevard July 6, 2004 Preliminary Hydraulics Report 1 I N Black River _ Pump station Renton N1113 STRANDER BLVD i PROJECT AREA Tukwila ( Paata4 Ck Note: This figure depicts the zoned full build—out land—use. The modeled lond—use I was obtained by overlaying the future _ zoned land—use with areas assumed to remain undeveloped (large wetlands, steep slopes, etc). The areas assumed SW 43 St to remain undeveloped are shown in _ s 'sot'3 Figure 5 of NHC, 1996, Unincorporated King County lei �1 .� Panther Lake to eII IJ Heat _ � Lngooaa ap d r m - 11 s I I � 3 LEGEND Kent 4 t ' Commercial LL Multi—family $ High Density Residential 7 8 Medium Density Residential Low Density Residential i Upper Land Cleared =i Upper Land Forested g Lowland Undeveloped Parks 9 Approximate Jurisdictional Boundaries FaLSideGreenRiver Watershedscu e Land Use t 1/2 0 + 2 noulic consultants CityLcu of Renton FIGURE 3.1.1 E E N T O N Strander Boulevard Extension Perteet Engineering, Inc. Preliminary Hydraulics Report WATERSHED MAP Civil,Transportation and Surveying ' RENTON South Renton Subbasin '1 Pping MStation '�• t 8asln/5tudyArea $oundary Rolling •`+ sw Hills Drain �. Rolling Hills Subbasin �- �` P•9 CM,+rnN 18' S ANDER BLVD Valley Subbasin watts P JECT AREA a / SW 411d SA Panther Creek Subbasin k !- 167 `t m LEGEND ` ,,� ..`•J ``�, --- Stream/Drainage,Channel , Springbrook $ Springs x 8 «-••-••--•--- Storm Drain Pipe Subb8sin s✓r_ Subbasin Boundary r 6 � � ce SCALE IN FEET _•,,,. stack River Basin Water Quality Management Plan g iw '`"' City of Renton FIGURE 3.1.2 E N T a N Strander Boulevard Extension ' "" PreliminaryHydraulics Report PerteetEng neeriing,Inc. y P SUBBASIN BOUNDARIES i Civil,nawportafm and Survoyiog 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 1, 0.8 0.0 0.0 0.81 9.9 10.7 Table 3.2 Contributing Offsite Drainage Areas 3.3 Downstream Analysis Strander Boulevard Downstream Analysis (refer to Figure 3.2.1) Proiect 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. i 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 July 6, 2004 Preliminary Hydraulics Report r r� r� l� rl rr ar li Ilr r lr rrr � llr rr rr l� Illi r Jul 06,2004-1:54pm erike J:\Trans-Design\22044-StranderBlvd\11_Hydraulics-Report\Existing Basin Map-Master.dwg Layout Name:DOWNSTREAM West Vul..._� i� C.M.S.T.P. Union Pa I I r,iT� I,I(I�I�•�,'i'4'� I I•�'•,�1-�r -�yoao - dI1c R.R.- ol cQ .- _.-..___ I -- y•r..._._ - / --- _ B.N.I.RR l / Z° \ :\ IUL it ills i I;1•I; 'I �akesdale Ave SW 1{ d -- " --- - -- Cn ,.T.............. o i (A C/) Raymond Ave. SW S rinlgbrook Creek --- N Z - 1 Cn i Lind Ave. SW' - -Ltn SW cn _ ` _ _J ! Cn I=' ,� F: � o- u, �s - a Cnco h n E Valley I E Valley Rd.25 -- - _ W ; m g z o � z bo bo v)— o x 0 o IT oM Ao "�Ei t 11 II, Ei j► o o - CD 1 z City of Renton FIGURE 3.2.1 R E N T O N Strander Boulevard Extension Perteet Engineering, Inc. Surface Water Quantity and Quality DOWNSTREAM MAP Ci,'iI,Transportation and Surveying Technical Discipline Report northeast. The embankment of the Burlington Northern tracks dams an westward no g Y 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 16tn Avenue. This 48" pipe drains east within the 161n Avenue right-of-way for approximately 1600 feet before discharging directly to Springbrook Creek. According to asbuilt information from the 16tn 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 271n Avenue) into a wetland at the southwest corner of the Oaksdale Avenue-27tn Street 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 27tn street. These culverts outlet on the east side of Oaksdale Avenue in another wetland. ' 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 Strander Boulevard project.roject. 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. Oaksdale to Lind (Basins 3 and 4) Storm drainage from the portions of 271h 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 271h 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 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 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. i Perteet Inc. Strander Boulevard ' July 6, 2004 Preliminary Hydraulics Report 4 Flow Control and Water Quality Facility Analysis y and Design 4.1 Flow Control Design Detention facilities will be provided to mitigate increased flows from runoff, and the 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 ' Detention 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 July 6, 2004 Preliminary Hydraulics Report downstream map ((Figure ure 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 acility Type Recommended Dimensions Detained Volume Wetvault 940'L x 20'W x 1.9' Detention Depth 36,000 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 27`h 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 acility Type Recommended Dimensions Detained Volume ' Wetvault 145'L x20'W x2.9' Detention Dept 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 27`h 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 acility 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 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 Detention Facility Type Recommended Dimensions Detained Volume Wetvault 85'L x20'W x3.4' Detention De th 15800 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#l. 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/271h Street will have isecondary 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 C 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. ' phosphorus 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 the 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 ' July 6, 2004 Preliminary Hydraulics Report 1 =NTERURSAN `� 61 i AVES� / P' S1h1 1�6Ti-I 31 I 1 i� k SW 27TH S ,�1! S AN R ; B! t7" Cn z F E > ;SW 34TH ST SW 41ST ST € T1 1 r SW 43R� ST` S T 180il-� Average Daily Traffic Volumes RE N T O N City of Renton Opening Year 2015 -},;F,1= ';:qv= Strander Boulevard Extension With Strander Extension Perteet Engineering,Inc. Cavil,Tranxportatiun and Surveying Figure 4.2.1 in lieu of new impervious new PGIS in other portions of the site as long as the treated P 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 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 2.7 4050 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 ' 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 27�' 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 July 6, 2004 Preliminary Hydraulics Report 1 r6.2 Geotechnical Report A report entitled Geotechnical Report for Conceptual Design- Strander Boulevard1271h ' 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. r7 Other Permits The following permits have been identified as being potentially needed for the project rNational Environmental Policy Act (NEPA) Environmental Classification Summary (ECS) and Categorical Exemption r 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 r City of Renton Shoreline Substantial Development Permit City of Renton Special Fill and Grade Permit City of Renton Right of Way Use Permit r 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 1 1 r r 1 r Perteet Inc. Strander Boulevard rJuly 6, 2004 Preliminary Hydraulics Report 1 Appendix A HYDROLOGIC CALCULATIONS HY , DETENTION AND WATER QUALITY SIZING ' A.1 HYDROLOGIC SITE INFORMATION A.2 BASIN 1 ' A.3 BASINS 2 AND 3 A.4 BASIN 4 A.5 BASIN 5 ' A.6 BASIN 6 1 Perteet Engineering ' Incorporated 1 1 1 1 1 1 Appendix A-1 1 HYDROLOGIC SITE INFORMATION P erteet Engineering in eerin C g g 1 Incorporated ?x o.�E�-z -4-ry YO = S S TABLE 7-2 Summary of Peak Flows and Water Surface Elevations Future Land Use Conditions FEQ Hydraulic Analysis (Elevation Datum NGVD) `I Road- %Yr Fut Flow 10-Yr Fut Flow 25-Yr Fut.Flow 25-Yr Fut.Flow 100-Yr Fut.Flow 100-1'r Fut Flow way Top Conveyance(3) Storage 0 Conveyance(3 Storaut Elev. L.ocation�Discription Flow Elev Flow Elev Flow Elev flow Elev Flow Elev Flow Elev Icfsl (feet) Icfs) (feet) Icfs) (feet) (cfs) (feet) Icfs) (feet) (cfs) (feed Panther Creek uls of SR-167(1) 62 86 96 32 170 92 Rolling Hills Creek at Renton(I)(2) 70 20.4 89 20.7 102 20.9 35 19.6 174 21.8 99 20.9 shopping Center Cult.Outlet Rolling Hills ws 1.405 132"culven 0 (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 BRPS outflow 726 1021 1095 960 1223 1700 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 nthuis 17.9 518 11.5 809 14.0 831 14.3 350 (KO 989 15.6 775 ;t4.3 SW 341h u's 14.9 564 12.9 840 15.3 847 15.4 309 /10.6 1219 16.1 845 15.2 Oakesdale d,'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 j 17.6 SW 43rd u/5 22.9 525 14.9 781 18.1 795 18.1 291 12.3 1158 19.5 783 18.0 r Notes (1)FEQ simulated flo-,+'s 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. 63 D1-F��-.L m BeC v wp I BeD I BeG r ■1 _ .•Rtj �- � p ` � • '�� SC 1 Rp ROAD Tu •• _. _ �� F( dp .. 411 G i U 9 Wo �� I •s Uco Wo 77r Pu. Ur 13 _ p� I a Z I - g1 N �ourse I - 1 I sty I _ 7 + AmC ' 1 BeC Golf Wo Ur f PA a � I S �F f W. .. 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Ng Ng ?� Tu • I t Pk Ur I Pu O t I AmC ••••+ No� ,•i AkF AgC AgB , Sk Ur Drive-i .a I F Na Pr ,� B 5 Q3 Appendix A-2 BASIN I Perteet Engineering CIncorporated 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 Land Use Acres TILL FOREST: 2.2 IMPERVIOUS: 0.4 I 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 1 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 f uT7�4 a Tn PnnH 1 7F7 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(ft) Area(acr) volume(acr-ft) Dschrg(cfs) Infilt(cfs) 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 0. 978 0.219 0.200 0.099 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 0.188 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 2.217 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 0.294 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 0,144 1*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 0.697 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 1951 0.396 0.414 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 1 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 0.368 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 0.3672 0.2606 10 0.3587 0.2463 11 0.3482 0.1912 12 0.3260 0.1791 13 0,3181 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 0.1215 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 i 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 nn7rl1IM"A7 F n n Paaa 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 0.5338 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. ' YEAR FL044(00 10.0 .6216 'H n t �Yp E G f0 ,9q4 `�� `x rx `F 4 ,liedeveloped X De eicped Migated .2 1 E-, 30,4 50 6 �0 00 90 99 � iulative,F ra bl11 Yearly Peaks for Predeveloped Flow Frequency Chart iEAR7,FLOW(CM 100 1 320 0.56 u Predeuelnpec� S] 1.218 :x Developed uuiat Fauilfi} 25 1.116 i 0.45 10 980� € E 0.34 0.24 m 3 s i Yearly Peaks for developed W/O Pond Duration Graph YEAR FLOW1 100a d MA 25 ,35600, 10 2 . 2183, Yearly Peaks for Developed W/Pond i Appendix A-3 r BASINS 2 AND 3 Perteet Engineering Incorporated i 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 t Basin Offsite C Flows To Point of Compliance Groundwater: No Land Use Acres TILL PASTURE: 7.7 1 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, . ')n�+- 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. 1 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) yol,m (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 0.432 0.028 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 0.131 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 0.447 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 0.488 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 0.419 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(ft) Area(acr) Volume(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 i '� nn n n4,4 n ')n) r -7ao n 7SF 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 1.9224S2 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 0.706 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 0.601 0.488 1989 0.642 0.289 1990 1.962 1.959 1991 1.769 1.366 1992 0.811 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 0.8226 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 9009 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 993 148 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 znn1 ir, a tin n o--- 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 BM8 Flow and Volume. On-line facility volume: 0.853 acre-feet on-line facility target flow: 0.79 cfs. Adjusted for 15 min: 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 regardinc the performance and results of this program is assumed by the user. AQUA TERRA Consultants and the Washington Stai 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 damag( 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. 1 1 1 1 1 1 f 1 1 1 1 1 1 1 1 EAR FLGVJ d-) 1Q0 i) "28 Y � 1.173 1.0 1?3 =1A31 jurt:4Uu�hi�1. 0 Predeveloped '• ,; Beyeloped Hit igat 20 30 40 50 60 70 90 80 9% s ,,= tuiative Probability 1 Yearly Peaks for Predeveloped Flow Frequency Chart YEAR FLOL4cfs) 100,2494 1 I F ( l 1.28 x Developed outdo Facil�b/ �a 1.05 2.125 �E 0.83, 10 1875 5 -� R 0-60 2 1.370 0.37 1GE-5 310E-4 10E•3 1GE-2 ICE-1Percent Exceeding 1 3E ;te i Yearly Peaks for developed W/O Pond Duration Graph r>:,AR FLOW ifs) 100=1 235 50 '1 114 l I 25 �9933 �4 10 8341 5 7097 �r i y �h Yearly Peaks for Developed W/Pond 3 T t F W 4 � r N x Z 3 Z 3� IW�y F - L48-JIL A y�j.•. y �., u .� YxRt� �` x ]�\ l�l��. �t kO rr rr ■r rr rr r� -rr �r r� rr rs rr rr rr r rr rr �r rr i i i Appendix A-4 BASIN 4 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(cfs) 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 15.27 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 0.000 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 9ti n nF7 n 911 9 ti7'A 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 i 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 0.320 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 ' 1911 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 0.3927 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 �C� n 0a�c n ioso ' 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 ' 0.3531 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 ":�Q71 11 1n AS 0 Din, ' 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 BMP 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. r>atz FLoWrrra _ 1UL0 �I,I. 81 28 7' h _. .5222 +K -0 In 4611 4123 4 a Redeveloped Developed Mitigated k Q. 3p �59 GO 70 90 �9 Yearly Peaks for Predeveloped Flow Frequency Chart YEAR FLOP){ %) 10ii�.8906 ;- 0.57 50 8250 I ,,; x Developed twnIM 0.47 �5 7591 1'0 6703 0.07 .5993 , ©.27 2 .000 0.17 a . E �s 9 1t1E-2 10E-t 1 10 in Yearly Peaks for developed W/O Pond Duration Graph YEAR FLOP) ? 100 5587 4 I i 50 4949 � t= L� 4352 is UJ 3610 R 2 .2332 x Yearly Peaks for Developed W/Pond 1 Appendix A-5 BASIN 5 Perteet Engineering ' Incorporated ' WESTERN WASHINGTON HYDROLOGY MODEL V2 PROJECT REPORT Project Name: strander5-w offsite Site Address: ' 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: 0.111 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(efs) Infilt(cfs) 15.10 0.039 0.001 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 0.036 0.262 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 0.039 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 0.001 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 1966 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 0.5304 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 1)r n n'�Sti n �iia 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 AF7r, G7 17 70 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 1 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 BMH 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 cfa. 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. ' -,TAR FLOW(0s) _ 10L0 ,.0 5132 1 ?S 4rM , 10 4224 3 I x De�teloe(i��l"ba 2 � : = s i Mn, Yearly Peaks for Predeveloped Flow Frequency Chart TEAR"FLOW k1s) 100E .7277 — a „ 0.52 z�o 6728 x Developed mdl Facilfif i ' p� 0.43 25 6179 _ E 0 34 19 54424654 k ?a Yearly Peaks for developed W/O Pond Duration Graph TEAR FLOW ) loo if Yearly Peaks for Developed W/Pond i i r t i t 1 t 1 Appendix A-6 BASIN 6 r t t t r t Perteet Engineering Incorporated t t 1 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 1 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: 0.116 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) Volume(acr-ft) Dschrg(cfs) Infilt(cfs) 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 1 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 15.99 0.034 0.031 0.068 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 0.000 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 0087 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 . 610 0.010 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 1 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 1965 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 0 17on n IA00 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 0.1520 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 1 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 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 I 0.1760 72 35 48.0 Pass 0.1781 68 31 45.0 Pass n 1Qn -� al 00 nr, n 0--n 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. NEAR FLOW(CIS) 1&0 r25 52221-0 4123 D Jn � •'tr?. 'J 0 pfedeveloped P L 10E4 x Oeueta{Ded Mitigated 33i? d Li ■ W iY Yearly Peaks for Predeveloped Flow Frequency Chart YEAR FLOW ? 100 .8909 0.57 — n Predeveloped I x Developed Ott F £ 54 8250 0.47. 3 �� fkt` e� 0,37 . iF � �0.27 w �� z 017 f 10E-5 10E-4 10E-3 10E-2 I0E 1 Percent Exceeding Yearly Peaks for developed W/O Pond Duration Graph YEAR FLOW(Cfs) 100 .5587 50 .4949 i i E fE. 25 3.4352 F £ {N Yearly Peaks for Developed W/Pond i i r r 1 r Appendix B r BASIN MAPS r r B.1 EXISTING BASIN MAPS B.2 PROPOSED BASIN MAPS r r r 1 1 r r Perteet Engineering Incorporated 1 1 1 r r r r r 1 Appendix B-1 EXISTING BASIN MAPS 1 r i r r r r r r Perteet Engineering CIncorporated r 1 - U ! L n 4 1 x Ln r ' ANDER B VD STR 1��1111�1 a I . / x E 1 , �/X of I RENTON BASIN NAME AREA �*,z �;soa��' AHEAD OF Tr�r CARVE LEGEND WEST VALLEY HIGHWAY 0.55 AC Strander Boulevard WETLANDS RAILROAD WEST 0.18 AC FIGURE #X.1 CONTRIBUTING OFFSITE BASINS RAILROAD EAST 0.8� AC 0 Existing Basin Map Perteet SCALE SHEET FLOW OR FLOW PATH Engineering, Inc. �T SD PIPE — -—► FLOW CHANNEL 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 100 50 6 FEET 10o 200 aa� 1 / 1 10 lo �J�NlILA,.gs �4 a a5 ., R E N T 0 N tiaaa�ai908�� BASIN NAME AREA LEGEND Strander Boulevard BOEING BASIN 2.89 AC WETLANDS FIGURE #X.2 �— P SCALE CONTRIBUTING OFFSITE BASINS Existing Basin Map � SHEET FLOW OR FLOW PATH Do Engineering, Inc. SD PIPE 2707 Colby Avenue•Suite 900 • Everett, VA 98201 • (425) 252-7700 1 00 50 6 FEET 1 00 200 — ——bb FLOW CHANNEL 1 � V-I � z r r EXISTING N STORMWATER r ' i FACILITY i � l a r.. 41Ll 7'J H S _ LL JIL JIL JIL JIL A- E 1-._ 1L. J.IL JJL Jli_ _11L 11L .i, JLL. .iy/4 \�Il.. \�I/•. aZ�4 .11/.. \�I/i. \Ili. i)u(! \.I/i. \�I/i. � /JIL JIL JIL JY_ JY_ JIL J4_ JIL JIL JIL I T - a]�{(4 i�{(4- i�{(! i�/E iu{�F ayL/f- i�!!r -i}j{�4 a.' •' JIL JIL JIL JIL A- JIL -ILL -ILLJIL L_ -IL_ L_ 11L 1L_ IL K �1y14 .\Ili. i1�(/E i�j{(L- ��• r JRvdIL.A,..t1�914 10:. ?7-" , s��. RENTON ISO, := BASIN NAME AREA AHEM)7F�CUF� VE LEGEND "�___�- OAKSDALE NORTH BASIN 0.80 AC 1L Strander Boulevard WETLANDS FIGURE #X.3 OAKSDALE SOUTH BASIN 0.80 AC - � � CONTRIBUTING OFFSITE BASINS ExistingBasin Map �---- Perteet SCALE � SHEET FLOW OR FLOW PATH Engineering, Inc. ► SD PIPE - --► FLOW CHANNEL 2707 Colby Avenue•Suite 900 • Derett, WA 98201 • (425) 252-7700 100 50 0 FEET 100 zoo V r I I f r i W EXISTING o0 a STORMWATER � ' b Q FACILITY ' o 1 LO OUTFALL TO LL- �� ti_IL _7LT }+• �_ CREEK W W 1--Z-7tH CIE{ / S _ � _� • M o o o oa=o i (n LLI — 271H sr. JE AL Liz LL 3_ ll1L i e U -ILL \ v �1i16- a1116- a111' - �Y.1lLA�tt``�� :`��' ........ZYgs 4 �a .. :-� 0' R E N T 0 N VQ� AHEAD OF'THE CURVE BASIN NAME AREA Strander Boulevard LEGEND SPRINGBROOK CREEK BASIN 4.86 AC TOTAL FIGURE #X.4 WETLANDS SCALE Existing Basin Map �- Perteet � CONTRIBUTING OFFSITE BASINS _ EI1g1I1CCr111g, Inc. SHEET FLOW OR FLOW PATH 2707 Colby Avenue•Suite 900 • Everett, RA 98201 • (425) 252-7700 100 50 0 FEET 1 60 200 ► SD PIPE I — - FLOW CHANNEL P 0 � *o z 0 0 C3 + � a o m ' OUTFALL TO CREEK ly -v¢� � aaw� • � JIL _•L // � .� \JIL JIL JIB J'. -U r 16 27TH S f W m aW, mi W _ ~s LLI x � � 3 Q w 5 _ aJ R E�N �TO�N I_ sti+�* rsos rr 1 AHHAD CIF THE CI,RVE BASIN NAME AREA LEGEND Strander Boulevard SPRINGBROOK CREEK BASIN 4.86 AC TOTAL �`� WETLANDS FIGURE #X.5 SCALE CONTRIBUTING OFFSITE BASINS Existing Basin Map Perteet --->- SHEET FLOW OR FLOW PATH Engineering, Inc. m m m m Ibo SD PIPE 2707 Colby Avenue•Suite 900 • Everett, TA 98201 • (425) 252-7700 100 50 0 FEET 100 200 — —--Do. FLOW CHANNEL w w� w + W W _! J W Q � z _J _z q� t � t W LJ V) 6 ' _ r o o — —� n LL O i o a I o s o ^ems w -�Y.JILA, i r i R '�,Zr — 11 � E .LV `1 i"-*.............. .i BASIN NAME AREA h�,,*„�90 .�' AH AD OF THE C' LEGEND ulvD AVENUE BASIN 1.84 AC Strander Boulevard EAST VALLEY HIGHWAY BASIN 1.14 AC WETLANDS FIGURE #X.6 SCALE CONTRIBUTING OFFSITE BASINS Existing Basin Map `r— Perteet --)IN- SHEET FLOW OR FLOW PATH Engineering, Inc. bo SD PIPE —► FLOW CHANNEL 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 160 50 0 FEET 100 200 — — f 1 1 /I. I w w w W W I 1 I Q � W 1 V) •�..�c-raaz —.irvMill � %A =3 how 37,836 SF 23,747 SF � I LEGEND ASPHALT (PGIS) CONCRETE (NPGIS) J�VIILA, wgs<<< i 0 GRAVELa� R E �NT - N I `_ GRASS '�'�; �'soa � . ,%HEr1I)OF THE t:URVE Strander Boulevard FIGURE #X.1 Existing Landcover PerteetSCALE Engineering, Inc. Map 2707 Colby Avenue•Suite 900 9 Everett, WA 98201 • (425) 252-7700 50 25 FEET 50 100 w I w w w LLJw W Z \ Z Z J � I Z -� J I I = LLI 2 H \ I U � W � W 1 1 j -- En 125,'764 SF - ---------- --------- --------- x LE EN ......,, SPHALT (PGIS) moo: = i`% R E�N o N CONCRETE (NPGIS) �� `• •.;?2� . := �soe. � A-H—H AD C)F THE GRAVEL Strander Boulevard GRASS FIGURE #X.2 Perteet SCALE Existing Landcover Engine ering,i g g, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, AA 98201 • (425) 252-7700 50 25 0 50 �00 FEET ' w w � o W \ \ z � W -� \ J \ \ H � � Q E W LLJ *m I I MATCH LINE E SEE MATCH LINE 'F' Y LEGEND � �` .... r' �J•.._— ....•qS err �0,:' y4r ASPHALT (PGIS) <?^ !y RENTON CONCRETE (NPGIS) 'v,,,r,�sos =, i ��OF THE(;LrRVE -_ GRAVEL Strander Boulevard 0 GRASS FIGURE #X.3 - Perteet SCALE Existing Landcover Engineering, Inc. g Map 2707 Colby Avenue•Suite 900 • Everett, RA 98201 • (425) 252-7700 50 25 0 FEET 50 160 ' MATCH LINE 'F' SEE MATCH LINE 'E' / � W \ I 1 1 z Ld 56.361 SF - —� / b a�Sa�tC LEGEND Jf ic, C� ASPHALT (PGIS) �.y; O= RE N�TO N CONCRETE (NPGIS) ry GRAVEL Strander Boulevard GRASS FIGURE #X.4 ,�-- Perteet SCALE Existing Landcover Engineering, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 50 25 6 FEET 50 100 1 1 w w w w W I Wz z J I J = LLJ LLI U U Q I w w W _, _---- _ it — --- ------ ' - - _- _--_-�--------�__--- - -_ - --_----__� t~— 13, 143 ST, E 6 a E LEGEND ASPHALT (PGIS) RE N T 0 N CONCRETE (NPGIS) a GRAVEL Strander Boulevard GRASS FIGURE #X.5 ExistingLandcover Perteet SCALE 1 Engineering, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-7700 50 25 6 FEET 50 100 1 - w 1 w w Z Ld Z J J w w U Y W 1 Q Wz W _Z J = Q 1 Q � � W W a LEGEND aJwJILA, wqs� ASPHALT (PGIS) ¢ ?�E .. RENT0N ., �: CONCRETE (NPGIS) °`' „soa GRAVEL Strander Boulevard ry GRASS FIGURE #X.6 - _ Perteet SCALE Existing Landcover r Engineering, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, FA 98201 • (425) 252-7700 50 25 O FEET 50 100 f w ' � w w w w J w w WLLJ W _Z Z -- I W Z J = Z J H � Q W Q W W (n W i a LEGEND �`" I �J;�WILA.W,ysq�� ��' ti'9 ASPHALT (PGIS) 0t1� R E N �TO N CONCRETE (NPGIS) ... • `�a; „soa GRAVEL Strander Boulevard 1 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 0 FEET 50 100 1 1 1 LLJ z LLJ Ld z _j U U Q U Q � � 1 � � � a Uj I Ld Ld 1 Ld V) V) PAN r L ----------- R f) 0'!7 ----- ------------- ---- Ilk E /00p, 00, 71 0 LEGEND R E N�T�O �N � .......... ASPHALT (PGIS) CONCRETE (NPGIS) Strander Boulevard GRAVEL FIGURE #X.8 CRASS Perteet SCALE Existing Landcover Engineering, Inc. Map 2707 Colby Avenue-Suite 900 - Everett, WA 98201 • (425) 252-7700 5 25 0 FEET 50 100 w O w w w w Ld Z J � J = 1 Zn w -----� Z---- -------------------------- - - ' 80-03 7 SF 499477 SF � --- ---- ---- __ -- _------- / _ I I 1 I C s 9 J ` R E N �TO N LEGEND ASPHALT (PGIS) Strander Boulevard CONCRETE (NPGIS) FIGURE #X.8 GRAVEL ExistingLandcover Perteet SCALE 1 Engineering, Inc. GRASS Map 2707 Colby Avenue•Suite 900 9 Everett, AA 98201 • (425) 252-7700 50 25 0 FEET 50 100 Appendix B-2 PROPOSED BASIN MAPS ' Perteet Engineering CIncorporated 29. � RL 21.E .7 24. _.� 22, 27.9 pp;; 1 29,1 .7 „ 4 a 30. 01 e 22.9 „ - 29,4 25, 9 L 30, � L-. ,. O 23.1 -_ STRANDIS BL 23 2 H 28. a 257' 2 = 28,4 % 27,1 . 1 253 23.2 22. 2 .4 30, 30.0 28, .1 27 6 3,5 3.1 23.3 23.0 229 3 26.9 23.3 „ 2 9 28.6 23A 22.4 23 ' 2 z 29.9 27.8 6.8 .7 ° -29.8 .7 „ 7 22,0 2 .4 23,2 �- 21.8 25. 6.5 24A 23.8 i 4 „ 300 281 27.5 2T4 5.0 3,9 '29 „d 28,6 2T5 27.8„ 1 8 2 3 .8 23,6 23,2 28.3 J 24 4 0 „ .6 28,1 . 25.0 f 28, 5 6.8 ' 27.1 „. 26 3 7 2 .9 „ 2 25.2 23.9 2 .7' 5,8 3,7 a 28,7 ,l 25,1 2 3. .9 2 .3 28.3 W 2 .9 „ 24, 3 .6 243 25,9 3 26,6 26.7 _W 3. 6.1 A 92 24.9 28.1 W W 43 _ 1 7. 1 „ .5 4.5 28,1 24,3 7 23,8 27,0 25.0 24.8 29.2 „ .9 2 W l 4,' ?S 1 2 ,6 2 „ 4,8 26,7 Jn\ S 2 .8 2 3 W_ O' is as RENTON BASIN NAME AREA LEGEND BASIN #1 2.63 AC „� WETLANDS W_ Strander Boulevard ry 3 OFFSITE BASINS FIGURE #X.1 SURFACE FLOW Perteet SCALE I"Develoned Basin Engineering, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, RA 98201 (425) 252-7700 1 00 rJo O 100 200 FEET ?31 � a ' 3 2 23,1 _ 2 � 0. 23.1 23,3 22 22. 2 22.2 21.9 20.5 1 22, j 22.9 _ P 7 20,4 22U .2 22,0 14 v 21.8 1.5 i \c _ 20 2 .8 3,6 23,2 n f 2 20 -. 2 23,9 Eil ®® 3.7 d . � 20 2 24,9 25.9 o • ' 20. 2 A 26,4 20.4 26,1 2 ,7 0 5 f 24.3 25.1 2PA y c 25.1 20.4 Y o 24,3 24. 22,0 J 22.6 27,3 24.8 23,8 24.4 l 5 3 24,5 n �_ �_ -ILI 2 8 1 .7 s 17, S �_ �_ �_ -LLL -UL 27.3 21.9 21 0 U& � a u 'use Y ` s J L % 27,0 20.8 \ � � � � l l � � y 1 .1�i�. " RENTON E C \\ \ \ \\ 23,4 � ��1, a; BASIN NAME AREA LEGEND ry Strander Boulevard BASIN #2 3.48 AC _W WETLANDS FIGURE #X.2 SCALE F771 OFFSITE BASINS Developed Basin Engineering, Inc. Perteet SURFACE FLOW Map 2707 Colby Avenue•Suite 900 • Everett, WA 98201 (425) 252-7700 100 50 0 1 00 200 FEET 1 � � LV•l 2 V20.2 '4 I n 20.7 1 •6 '9 0.4 1 •4 I i ' 1.5 0.8 20.0 20. 2 2 • 2 Q 20 ' 2 a 1 4 1,4 0 1 ,4 1 20• 20.6 W 2 A 19.6 g.7 20, ' 2 .2 1 9 C x ' o y 17.of 20.8 17.1 16.9 94 ` 0. C�h y 21.6 �% 20.0 184 21.1 wain- 17.1 17.8 17.2 y 12.4' f2,4,,, 17.5 1 13.7 13.7 13.7 13.7 � 13J 12.4 1 14• 13.7 EXISTING II 14.2 13.7 12.4 12.4 3O'Wx10'f H BOX CUL TI 5.1 13.7 6.5 19 13,7 TO xFWM 14,2 13.7 13.7 x 1 •7 12.4 12.4 14• 1 ,7 E 14.4 13.7 12.4 12.4 g 14.4 t g 3.7 13• 7.7 14,4 AzJ�-«A,..wys a 4 ' 13.7 : ,ryN :'=c R E N T o N +, �sos . 0+THE CURVE BASIN NAME AREA LEGEND ry BASIN #3 2.67 AC _. WETLANDS strander Boulevard FIGURE #X.3 OFFSITE BASINS SCALE Developed Basin -� Perteet � SURFACE FLOW Engineering,g g' Inc. Map 2707 Colby Avenue•Suite 900 • Everett, WA 98201 • (425) 252-77 00 100 50 FEET 100 200 22.1 ' 2 ! 20.6 ' 1 4 12.3 6' 26.9 * 18, 0 4 0 19.7 19.6 1 9 p 21,5 n O II # 4l 18.4 I Ali 2.2 g L 20.4 o — IT — JL.4 27TH — 15.3 - _ 12.4 EXISTING �o 12.4 t I ; >\ug' -M 30 Wx10 t H ' BOX X CUL T TO REM18.3 4 14. I I` 0 >. 12.4 12.8� i � ei 12.4 1 6 � \ .0 / 12.4 0: LEGEND BASIN NAME AREA WETLANDS BASIN #4 2.23 AC R E N T 0 N OFFSITE BASINS '��x,isos Ar-irriD OF ':LKVE ■� SURFACE FLOW Strander Boulevard FIGURE #X.4 Perteet SCALE Developed Basin i Engineering, Inc. Map 1 00 50 2707 Colby Avenue•Suite 900 • Everett, RA 98201 • (425) 252-7700 �� 2�0 FEET *� 18, 7 1 1 ! .1 16,8 � o 21.8 ' 0 20.2 o 17.5 qq1 . 19.2 04 ! * 19:0 5.2� 20.1 17.2 ' 1 18.2 f><1 0,0 � � 31.7 8, IL O p T7\f AV r , P 18,3 . ' 21.3 18.7 18.5 ° 1 0 S O' 1 17,3 { 1 6 C' o t a 0 17.4 8 W� w ZI%"'�e i�JY..........'. LEGEND BASIN NAME AREA RE N T Q N WETLANDS BASIN #5 1.85 AC ti ' -\HF-AD OF THI- it J by t OFFSITE BASINS BASIN #6 1.13 AC Strander Boulevard SURFACE FLOW FIGURE #X.5 - Perteet SCALE Developed Basin Engineering, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, WA 98201 (425) 252-7700 1 00 5o O 00 O FEET x E x n ' f _ •7fA6l�L DL i i I x x x x n n x n x n � n n n x x x x JL JY JL = n JA\ LEGEND RENT o N sti E �.'' \ ASPHALT (PGIS) ry CONCRETE (NPGIS) Strander Boulevard FIGURE #X.1 GRASS/L.ANDSCAPING Perteet SCALE Developed Basin g� Inc.Engineering,g Map a 1 2707 Colby Avenue•Suite 900 • Everett, RA 98201 • (425) 252-7700 00 50 0 FEET 100 2D® '1 1 { , y u = z T O O 4) m JY_ JIL JIL JIL .11L \Ili. ti 7 ' \ �1 ,, ,,, a111fE aYl/4 AI", _LLL �r R EN T ON i' �•y�M1��� A.rl t1L l Al 1t'i_E(Al lti'V G g LEGEND Strander Boulevard ASPHALT (PGIS) FIGURE #X.2 "'- Perteet SCALE CONCRETE (NPGIS) Developed Basin Engineering, GRASS/LANDSCAPING g g� Inc. 0Map 2707 Colby Avenue•Suite 900 • Everett, AA 98201 • (425) 252-7700 160 50 0 FEET 100 200 r i Q x � x o a o 27TB ST. 27TH JIL AL A- x ac 6 JIL JIL JIL* - 6 x x "•x �1� -11_ -UL -U x x x x x t t x x x �•. � x x x x x \ x x x x x I x x li E x P o jRENTON 6 ��h ' JL. �c AHEAD l�� CUFC'V G LEGEND Strander Boulevard ry ASPHALT (PGIS) FIGURE #X.3 SCALE CONCRETE (NPGIS) Developed Basin Perteet GRASS/LANDSCAPING Engineering, Inc. Map100 50 0 160 200 2707 Colby Avenue•Suite 900 • Everett, AA 98201 • (425) 252-7700 FEET 1 , 3 I o x 0 { IL MENEM _W_ _IL A- AL F! 0 7 1 I 3 3 3* 1, i LEGEND J: sGt� ASPHALT (PGIS) s�,',.. ;'_- R E N T O N ................ F CONCRETE (NPGIS) ' �w08 BEAD OF HE CURVE 0 G Strander Boulevard GRASS/LANDSCAPING FIGURE #X.4 SCALE Developed Perteet Basin Engineer ing, Inc. Map g g 2707 Colby Avenue•Suite 900 • Everett, WA 99201 • (425) 252-7700 100 50 0 FEET 100 200 r L 0 o o Os = 9 n „ o io s < Uj 1 0 C�3 E O O Z m „ ``�J�.r.1lLA Iy,QSyy / LEGEND - ?IRENTC� N ASPHALT (PGIS) _�" �1yy. 1908 �• 1 ��11)l;Y lht�CuiJ 'VE CONCRETE (NPGIS) Strander Boulevard ry GRASS/LANDSCAPING FIGURE #X.5 Perteet SCALE Developed Basin Engineering, Inc. Map 2707 Colby Avenue•Suite 900 • Everett, RA 98201 • (425) 252-7700 00 50 O FEET l oo ,ZOO 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 ' Incorporated Appendix C-1 STAGE 13 0% DRAINAGE PLANS ' Perteet Engineering Incorporated CONSTRUCTION NOTES: / ...\ \ \..\ `.✓ �.? \ :�. ,\ ..\..\ O NOTES OD sTRANbM'�Lw. srA 32+11.26- CUT FILL CUT Fill FILL FILL � \ N O bt \\ y\Ir i N Y0+00 \. /Q Lil 3 - _ _, _ _ 21'07- w 31+00 - - _ - _ 32+00 - \.�_,� / -00 W Z Q 0CIDCk O J 0 0 = w y: � 0 ' W NUMBER DELTA TANGENT RADIUS LENGTH PI STA NORTHING EASTING C1 T28'31" 68.36 1003.00 136.51 11+18.85 169857.46 1291604.50 UA /' CUT C2 50'24'21" 212.17 448.0 1 396.30 27+42.39 169886.79 1293227.99 FILLC U I CUT -� = � C3 49'02'09" 201.74 442.00 378.51 33+87.17 169374.06 1293663.62 CUT C4 i 38+99.59 169368.60 1294200.98 STA. 31+60.01 (RT)1 C5 10'21'05" 69.77 753.00 139.14 51+75.28 169333.18 1295476.18 SN/ CORNER SE CORNER PLANTER I w iJ C6 11'30'O1" 207.33 1997.00 413.17 54+61.25 169272.77 1295756.10 CURB R TURN ELEVATIONS CURB RETURN ELEVATIONS = zI Fr STATION ON ROADWAY T C STATION ON ROADWAY T 0 EL OC EL PC Pc /` ' BEGIN PLANTER STRIP to to \ j PT Pr STR. 141+29.57 R 35 r R =35 T / + �/ BEGIN CURB, GUTTER AND SIDEWALK BEGIN PAVEMENT i 35 35 o O LO q PROFILE GRADE AND PIVOT POINT O 30 DO cV STA 31+17 L STA. 31+95 LT& PI) 30 D TRANS ON 20 Q STA. 30+17 BEGIN FULL SUPER STA. 29+95 (RT) STA 30+95 Q F- BEGIN TRANSITION F- 25 N N 25 ' ►� +2s Ri Lit Z Grade= -0.387 --- -------- Z J ------------------------ J ----------- _ i \\ I M ' U 5-0.003'/FT 220.25 LF 18- SO S-0.003'/FT Q Q 15 M 15 STA 30+45 29' CB TYPE 1L STA 32+60.72 29' C TYPE 1 G.E. XX.XX CB XX.XX I.E. 17.93 (N,W.E) -2z LT I.E.G.E 17.27 (N,w.E) 30% REVIEW STA 30+45 29' L C 1 STA 30+60.72 29' G.E. XX.XX CH 1 SCALE CHECK PRINT I.E. r6.22 (S) 15s(s) NOT FOR 30+00 31+00 32+00 33+00 zo ,o D FEET 20 <o CONSTRUCTION E E D.°.n 9v D°t. SCALE CITY OF R E NTO N D°.ing No. PerteetSKS Engineering, Inc. RE N T O N Dn,o' � 0. "°"' RP2 $ c"�k� , ,0. Vc„,-�30• STRAaNDER BLVD EXTENSION - STAGE 1 AH.A� Fr. _UTVE DJH > >0. _S 25+00 TO 33+00 N D R�,.,°n ay M°, 707 Colby Avenue^Suite 900 • Everett,NA 98201 • (425)252-7700 Br °"ZY0 4-be ROADWAY PLAN AND PROFILE or rolol CONSTRUCTION NOTES: -• - Ot NOTES I _ A - r 4t CUr� L � FILL � CUT Q C' �Q� M� FILL 9 3� 00 •'a I - _.......... 35 3 - `�fb4tdDEfZ v ., SD SD SD SDI-� FILL FILL F/<G FILL FILL FILL at i it _ ~- NGM E!R DELTA TANGENT RADIUS LENGTH PI STA NORTHING EASTING C1 7'28'31 68.36 1003.00 1 136.51 11+18.85 169857.46 1291604.50 C2 50'24'21 212.17 448.00 396.30 27+42.39 169886.79 1293227.99 C3 49'02'09" 201.74 442.00 378.5 t 33+87.17 169374.06 1293663.62 C4 38+99.59 169368.60 1294200.98 C5 10'21'05" 69.77 753.00 139.14 51+75.28 169333.18 1295476.18 C6 11'30'01" 207.33 1997.00 413.17 54+61.25 169272.77 1295756.10 35 35 O p 30 M PROFILE GRADE AND PIVOT POINT M 30 Q STA. 35+54 STA. 36+54 25 N N 25 ' Ld +u Rr L,I J ----------------- J 20 -------- 20 H E 47J5 LF 18' SD S-0.003'/FT O_ 209 LF 18" SD S-0.003'/FT 220 LF 1 f Q 15 :2 :2 15 ' a STA 34+00 29' CB 1 .STA 36+00 29' G.E. XX.XX C 1 I.E.-2x LT I.E._16.83 (N,W,� G.E. xx.xx 18.20 (N,W,E) roc LEFT 30 0/o REVIEW ry STA 34+00 29' L ' N CB TYPE 1 ffA 36+00 29' L GL CHECK PRINT C 1 SCALE w c.E xx.xx G.E. xx.xx NOT FOR TOC RIGHT U 33+00 34+00 35+00 36+00 37+00 20 10 0 20 40 CONSTRUCTION FEET E E _ °.°"°eY SSE CITY OF RENTON Perteet ° RP3 Engineering, O `PC � • "° " °' �NDER BLVD EXTENSION - STAGE 1 g g' Inc. R E N T `"""`° 33+00 TO 37+00 S""' " N. °°« R�,,;,;o° BY n°°,. 707 Colby Avenue 900 • Everett, NA 98201 :iE?E V'OF T?§E CLRib'E °JH 7 7 04 ZZo ' °""°°eY °` "°m°°` ROADWAY PLAN AND PROFILE °„ °, y (,25)252-7700 CONSTRUCTION NOTES: NOTES NW CORNER11 OORNER CURB RETURN ELEVA IONSI NE I T STATION ON ROADWAY TOC EL CURB RETURN ELEVATIONS PC STATION ON ROADWAY TOC EL I E 1 �JRE ',�Oa6VE M, E--N'T"'§ PC %TA. 1152+53.41 V) 0 F 3/4 1 ',MATCH! EXISTING CURB, z ;L__::�LOUTTER...AND ISIDEWALK PT T. 3/4 PT IR 35 -1 �z T Ll T R 35 ---------- Llj FILL I------- TREE LINE11014 (D 0 M. A 0 LLJ 5p + 0 0 + 0c) 0 r ..................... ........................... n < '0 0 F_ ............. ..................�17�, < U) z 0 0 U) 00 .38+UU __ss 24'32* E 40+0 41 Lj LLJ < - _j Iin to LIJ UJ -1 9�7Ltu_� Ld SD so cn Lc < < FILL FILL F7LL ...... D, SE CORNER- CURB RETURN L VA IONS ROADWAY IT 0 SW CORNER STATION ON C EL STA. 151+33.12 (LT) PC ILENGTH PI NORTHING EASTING ELEVA IONS I MATCH EXISTING CURB, NUMBER DELTA TANGENT RETURN RAFILIS STA CURB TOC EL GUTTER AND SIDEWALX I N N WAY cl 7'28'31 68.36 1 on-'s nn 1 136.51 11+18.85 169857.46 1291604.50 PC w PT 50'24'21 212.17 448.00 396.30 27+42.39 169886.79 1293227.99 T C3 49*02'09" 201.74 442.00 33+87.17 169374.06 1293663.62 3/4 R -35 L C4 38+99.59 169368.60 1294200.98 PT C5 10*21'05" 69.77 753.00 1 1 139 14 51+75 28 169333.18 1295476 18 z I 207.33 1997.00 L T 4r, + DER BLVD. SrA. 38+99.59 P1- CIS 11*30'01 11 413�17 1 54+61�25 169272.77,1!2jt57�7�71 01 Y -'OAKESDALE AVE. SW. STA. 152+00.00 Ca z 30 STA. 37+54 LRT C) 0 END TRANSMON C) 25 (j PROFILE GRADE AND PrVOT POINT < Grade= 0.50 1% /-2X LT&RT Grade= -0,50% V) 20 (/) LLI ----------------- LLI z z _j r so S-0.003/Ft 129 LF 24" D.I. S-aD03YFr 9 _j 15 36 + 0 C, 2 m Ln T 6 cn 21 < (n < 2 In 1. 10 ElLi 0 w 0 Uj C pg±270 (29' RT) E STA 40+00 (29' RT) G.E. )0(.)0( TYPE 1 FRAME AND GRATE G.E. XX.XX I.E. 15.54 (N,W,E) I.E. 15.16 TOC LEFT 30% REVIEW I STA (29' LT) c 2 CL SCALE CHECK PRINT G.E. XX.XX I.E. 15.83 (S) --- NOT FOR 11. TOC RIGHT 37+00 38+00 39+00 40+00 41+00 2FOMIM660?m- 20 46 CONSTRUCTION FEET - Om,n 8y Dow SCALE CITY OF RENTON D,ai,g No. -t RKS 7/7/04 Perteet assig'"By H-4 RP4 7/7/04 STRANDER BLVD EXTENSION - STAGE 1 V11 Engineering, Inc. RENTON C9:&d_By V.,t MEAD OF n 11 �7JRVE 7/7/04 1'-S' 37+00 TO 41+00 2707 Colby Avenue Suite 900 - Everett, WA 98201 (425)252-7700 Pmiecl N, be, No. Oate R-mi- By Appl, 220" ROADWAY PLAN AND PROFILE CONSTRUCTiON NOTES: NOTES TLAND 27C T 3:7f 0, 0 1 RLL CUT 'UT— ..0 CUT CUT o 5 . . .... 0 0 -ap-, + 0 0 -------------t--ep -- � —:==� LO+ 00 .. .......... WRASS 0 (D (D 0- 0- CL w < w vu W.-�— w, < Z .......... ss Ss F— Ss .......... Ss 44+00 V) Z— 00 4� �00 43+00 S 88'24'32" E 45� 3: + z < —7 SW�H--ST-- < C) -j 0 Ld M: LIJ uj .................. ........... ........................... .......... ------ < L .......... < F.k.-ts WETII.AND 271: D E', TREES 130 0 0 C) 0 25 CURVE LENGTH 120.00, K = 120.00 < E= -�0.15 < F— 0.50% —0.50% F- 20 Grade= 0.50% ————— ———————————————————--———————————————--———————————————- —————————— U) 0 0 LLI LLI z z —j + + 15 0 M cn a- < 10 > ui > LJ TOC LEFT 30% REVIEW CL SCALE CHECK PRINT TOC RIGHT NOT FOR 41+00 42+00 43+00 44+00 45+00 20 10 0 FEET 20 40 CONSTRUCTION - D,—Ely O.t� SCALE CITY OF RENTON DI.—g No TSI Perteet 10/3/03 H-4 STRANDER BLVD EXTENSION — STAGE 1 RP5 10/j/03 1'-20' 2 Engineering, Inc. RENTON 41+00 TO 45+00 Sh AMFAT)OF'Mit,]MVE a/j/03 �11,-5' 27137 C 98201 (425) 252-7700 22. No. D.t� y App, olby 0enue-Sufte 9DO - Derett,TA P,oje I I— , ROADWAY PLAN AND PROFILE CONSTRUCTION NOTES: NOTES Nk Y i- L PLANT� Y .-R Ab� FILL FU I 0 0 ........ ....... ........... sP -p 0 0 p7 — bu 7-117 '7 + Co IRASS= I MASS VALVE t CL Lo CL w .................... < w 1-4 w < ss S! ------Ss V) Z z 1-00 46+00 47-00 49 V) S 88*24'32* E 48+00 RIN 27T-H < LLI z Z w f M :j C) LJJ uj ............. 24 L wit—l— -1 , -, — SL < < ffi— w�u"El M,M� IN FILL FILL 7- -—. FILL D E NNS R E Ers r WEILAtl�-D 27F TREES DENSE WEETLAND 27E TREES B,�Sn TPEES 30 0 0 0 0 25 20 U) ------- Grade= -0,50% Grade= 0.50% V) ----------------------------------------------------------------------------------------------------- Ld C LLJ 0 z 0 6 Z 0 0 0 + 0 , C, 1 15 + 0 0 'r c5 < Co - 0 Ln E I U < z < V) 10 m Q. uj 0 > TOC LEFT 30% REVIEW CHECK PRINT eL CIL SCALE NOT FOR TOC RIGHT OEM %i= CONSTRUCTION 45+00 46+00 2b 16 6 2'0 4b 47+00 48+00 49+00 FEET E D'... By Dte SCALE CITY OF RENTON Perteet tO/3/03 ..20' STRANDER BLVD EXTENSION — STAGE 1 Engineering, Inc. RENTO Checked By — A i 7EA D('�'P M',, 10/3/03 I..s 45+00 TO 49+00 Avp,,� By �,.,.ct s N.. D.t. R-t.- By App, 2707 Colby Avenue SuRe 900 - Everett,VA 98201 (425)252-7700 0 N-be, 22 44 ROADWAY PLAN AND PROFILE CONSTRUMION NOTES: NOTES '�j Fl . w., -'*4 ... .......... L ru Pit FILL F,' 0 ....................i .......... ................ .................. LL 0 ...............................-........... + 00 �P r- SD .......... GRASS QU - el 01 0 ......... LO ... ................- it- W ......... _12 + (z) ........................... Z C\4 L0 U) �E 3: 00 50+00 �51+00 s w24'32" 52+0 LLI Z SW 2;4'' C/) L'J -r LLI LLJ AL 2" _j af . ............ -- 4T 71 M! LLJ �A- Bp ---------- T R E ES J J' J WETLAND 27F 0 > T RE E DEINSE + 30 0 0 0 25 Ire) < -< Grade= -0.50% Grade= 0.50% U) 20 V) Ld z 15 + 'n a m E < V) .0 < 10 :2 Q. La 0 TOC LEFT 30% REVIEW CHECK PRINT CL SCALE NOT FOR TOC RIGHT CONSTRUCTION 20 16 6 2'0 4b 49+00 50+00 51+00 52+00 52+50 FEET Dot, SCXE CITY OF RENTON D—mg No. D'oMS By 10/3/03 RP7 .1L Perteet Honz Engineering, Inc. 10/3/03 tr-20. STRANDER BLVD EXTENSION - STAGE 1 RENTON Checked Ely Von 49+00 TO 2+50 A:MALl0F'nffiCLlXVL 10/3/03 1".5' 2707 Colby Avenue-Suite 900 - Everett, WA 98201 (425) Z52-77GO Appe—d By P,*,"l 4,'b,r N., Dot. R-s.- By Appr 22044 _ ROADWAY PLAN AND PROFILE WSDOT RING & COVER TYPE 2 PER WSDOT STD. PLAN B-25. LABELED "STORM" OVERFLOW NOTCH E v. ' REMOVABLE 4•X6• VENTILATION GRATE. CONCRETE SPACE 13' OC. OIL BAFFLE OVER ENTIRE LENGTH ' I 8" SHEAR GATE ' & LIFT HANDLE FLOW FROM I _OUTFALL PIPE —IN FROM VAULT/TANK DETENTION I I - j i I.E. VAULT 5 I 5• II _ I � N RISER DIA. WSDOT TYPE 2 CATCH BASIN D1 SEE PLANS FOR DIA. ' PLAN VIEW N SECTION ' NOTE: CONSTRUCT THE CONTROL STRUCTURE PER WSDOT STD. PLAN B-3. CONTROL STRUCTURE e N.T.S. ' CONCRETE ' OIL BAFFLE EL 151 STAGE 3 STAGE 1 STAGE 2 ' I.E. 15.1 8" CLEANOUT WITH WATER OVERFLOW �EMM 11 ll ll l 3• TIGHT CAP RISER�� p i� i2 i3 f 4 f rJ EL 14.1 IE: 11.5 EL 131 CONTROL CONTROL CONTROL CONTROL CONTROL STRUCTURE 1 STRUCTURE 2 STRUCTURE 3 STRUCTURE 4 STRUCTURE 5 1.5' CLEAN SAND LOCATION 'DI (IN.) 4.55 2.80 3.22 1.66 Y+=� ,� OUTLET NOTCH I.E. 10.8 ELEVATION 16.15 16.15 16.70 16.65 a NOTCH 0 22 0 05 0 0 0.03 GEOTEXTILE ,I-�- .— WIDTH (FT.) OVERFLOW 17.0 18.0 18.5 17.9 LEVEL SPREADER 1" DEPTH WASHED GRAVEL ELEVATION RISER DIA. 8" DRAIN PIPE (IN.) 18" 18" 18" 12" i WASHED GRAVEL OUTLET J PROFILE ENERGY DISIPATION PAD. PIPE 8" DEPTH 2"-4" ROCK ELEVATION 15.1" 15.1 15.1 15.1 W/GEOTEXTILE ' UNDERLAYER CENTER OF GRATE AL h • L LIUI&MM ARE M TM1/8" WMIENI . ' SAND FILTER DETAIL 30% REVIEW y N.T.S. CHECK PRINT w NOT FOR ' CONSTRUCTION E o Dr KNI By D7/ 04 SCAIE CITY OF RENTON Drawing N°. ' q Perteet D D 1 O EM—� "°"' STRANDER BLVD EXTENSION — PHASE 1 Engineering, Inc. N T o N Clinked y Sh—I N°. EME 7 7 0� N/A Vert No. Dole Revision By Appr. r.an DJH 7/7/04 220a4 2707 Colby Avenue•Suite 900 • Everett.WA 98201 .(425) 252-7700 "°p'°�— p`°"" N°m°" WATER QUALITY VAULT DETAIL X X °f Tol°I Appendix C-2 STAGE 2 CONCEPTUAL DRAINAGE PLANS ' Perteet Engineering Incorporated SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: (a� NOTES 64EC� VALVE ON 2 OWIM PIPE G I- '-7.18.507 p ce 2 WETLAND Z, I C8 TYPE 1 i Fit I — Ell I CUT All FILL E. 10�20 F?LL GE. SO 16.90 0 ------ ......... p bu bu ............, w + 20OLF 18'SD 0 0.3X -��'A.OZF S6 0) T- .0,4Z CL I I :��' 111; ........... 0 cr_ 0.......... W W ........... < + t z 00 50+00 �51+00 S 81Y24'32" E -4- 58LF 12'SD 0 0. 7TH i -68 2+0 Ld SW 2 tT. T 7� — 58LF 127SO 'I.Ox < 0 53 m UJI J, -4' ...... of 7 -.4 < .. ...... b ............... ........... .... .. ...... sp p Ce TYPE 2 CEI TYPE E L`� 7 -------- C8 Ti" r,3 c90 G GE- ss GE:- rLA.wf.1 27F IE. 10.60 IE. 17.20 T'N-12-3,9 + CB TYPE 1 .1E vt—�- i- GE. IE. 16.50 U) C.) 30 30 0 0 25 It CURVE LENGTH 200.00 25 K = 200-00 Lf) < E= -0.25 < Grade= -C.50% F- 20 ------ ------------------------------------- - ---- ------------ (1) 20 LLJ 0 LLI z C� 0 0 Z (Z) 9 + 0 _j 0 15 0 Ln 0 + 15 < 0 In Q (n < 10 m > FL 10 TOC LEFT 30% REVIEW CL SCALE CHECK PRINT NOT FOR TOC F 8GHT 20 10 0 20 40 49+00 50+00 51+00 52+00 53+00 FEET CONSTRUCTION 0—mg No. E Dr—B, Dote SCALE CITY OF RENTON Perteet Z '0...03 RP3 Engineering, Inc. RENTO Checked e�, 1013103 V-t 1'=20' STRANDER BLVD EXTENSION — STAGE 2 - A�"RV)(��T1 ME CMt- 10/3/03 1'-S' 49+00 TO 53+00 To p—ed By P1*1 No. dDdte R-- By App, 2707 Colby Avenue-Suite 900 - Everett. WA 98201 (425) 252-7700 �4—b, 04 ROADWAY PLAN AND PROFILE I'.—�;.ie� 1 iF N'. SECTION 30, TOWNSHIP 43 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: NOTES C.�"s Lim(FEllf'! x x j CONNECT TO QM7M TYPE 1L -T,ANO 27j 3,2 2 0 Cs 1E.10.86 0 1E:- 15.25 PLL + L . 0 0 + CN Z ------------ 0 LO 17- -u _j 7—1 .7:77— 57 &L W W W < ........ ul z 00 45LF 18*20 9 156+00 �77 Z SD -1 IT .-- SD L'J C. 54+00 5 i Z < 4-- ST. Of &S� W 2 T—Uj 0 LJ Lj LJ < s S ............ ..... ........... ............ Fll� 107 F11i t--------- FILL Z-G ;-dn C8 TYPE 1L 2 z I AA v 2-6 �4 1E. 15.65 3.27 i CONTROL STRUCTURE 30 30 0 0 25 25 LO CURVE LENGTH 120.00 U') < K 120.00 'E�— —O'l 5 < 20 (f) ---------Qrad27—L O�50% 0.50% —0.50% Orode= —0:50% Grade= 0.50% -------A U) 20 ------------------------------------- ------------------------------- LLI 0 0 z 0 LLJ + 5 In + 10 :+ 0 + 10 z 0 :0 15 '0 10 < < ED < CN 04 v) V) < 'a < 10 > w a- LZI 01 > LLI 10 30% REVIEW TOC LEFT SCALE CHECK PRINT CL pnnnp 7- NOT FOR tow I TOC RIGHT 0 53+00 54+00 55+00 56+00 57+00 20 10 0 FEET 20 40 CONSTRUMON E I D�o—By D.t. SCALE CITY OF RENTON 7�il Perteet IAKS 10/3/03 'eg�.d By /3/03 STRANDER BLVD EXTENSION — STAGE 2 RP4 RENTON U;i5l�d--67— to Ved 5—t N. Engineering, Inc. AlUADOFTITEMPM; 0/3/03 1 53+00 TO 57+00 By App, 2707 Colby Avenue-Suite 900 - Derett, VA 98201 (425)252-7700 ;:5p—'—dBy i;A'" — 220" ROADWAY PLAN AND PROFILE X, L�LL SECTION 30, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: ONOTES ' .. _.._._..__..._....x_G I � 3 2_.___ / / - C GE- IDS TME 1 WETLAND 27. B TME 19..-,1 -1 7 471 M. IE- 16.85 1 5 52 F E 2 C"'AIN LINK FENCE IF- 17.40 .......... 'Eu,605 x— ..............X x ...... x X Y .... ..... SILL— Q, 0 0 0 0 bu bu + + I") �.195LF-12"M-0 0-.4% 1 ....... CE 2499 ;v— U-) ......... ...... ..... Vii- -w < < 0 0 F- -00 58+00 59+00 S 89'40'34* E 60+00 61 0 Z LL LLJ SIN 27TH ST. < < sc)---- — .................... ........................ so-'4 --.1 z y Q cy- -j C) Lj LLJ 95LF—Iesa- 42 C.) L.LJ ........... ............... .............. U) LLJ < 7 < E . ,1. --. s m SS ............. Bp 3p .................... I! B FILL FILL FILL FILL PILL Fj� FILL FILL . ..... ---- ------ CC B TYPE GE: --Z3- 17.40 iw- ND 27G 16.65 51 IE. u. IE E N=15 62 IE I 10 i 1 SSV -E 30 30 0 0 0 0 + + 25 25 r- I CURVE LENGTH = 120.00 Lf-) K = 120.00 E= -0.15 Grade= 0.53% < < 0.50% -0.50% Grcide= -0.50% 20--------- ----------------------- 0 Ld 20 V) LJLJ z 0 z a, + + In+ o —j ao Ln I-,� Ln tom 15 In -) 6 15 m < INI 1- 0 < ul 6 CL Q, LLJ 0 < a. > < cuj m 10 10 m TOC LEFT 30% REVIEW CL CHECK PRINT SCALE NOT FOR ' w -... ::. TOC RIGHT I CONSTRUCTION 0' 61+00 20 10 0 20 40 1 57+00 58+00 59+00 60+00 FEET N.. D— By Dote SCALE CITY OF RENTON_ RP5 J�� 10/3/03 ' E Perteet STRANDER BLVD EXTENSION — STAGE 2 REXTO�N iffh-e-c-ked—By 10/3/03 Ve-,t 1'-20' Engineering, Inc. 1..5. 57+00 TO 61+00 BEAD OF TS§E CURVE 10/3/03 Tpp'-�By P,oj,,l N,mbe, (425) 252-7700 — 22D�4 ROADWAY PLAN AND PROFILE BY Appl 2707 Colby Avenue-Suite 900 - Everett, WA 98201 . SECTION 30, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: JJ NOTES 1 zsz; l 4 V.FETLAN* 27H C8 TYPE 2 7.5 �.s.. .....4... dp FILL FILL Cu FILL ----------CL - TV .............. .......... ----------- ........ .. L+ � . ...... .... ... f) IL CK .......... < < 00I —i— Nf '_ 63+00 24+00 65+00. F— (1) z 62+00 N 89-40-34- W 1 z L'J _wm._2!�28 27TH ST. STRUCTURE 04 58LF I 0.3X CONTROL .............- LLI Z < GIE. IE. Of C) _ -___- LLJ LLJ 13OLF 1§-_S —T— SD 0 LLJ .............. ........ LLI M '01A M"M 01-M < SIP T— �T rip FILL R;M 1 M-m-20 23 V iE-.15 Bi,537 rn TYPE I ........ E 5. GF_ -17441 IL 15.50 ;��.2 V .1-.�41N ............. SW 27rH ST. STA. 62+21.86l.' E 12 2 i\ t UND AVE. SW STA. 162+00,00-:-1. PI. SW 27rH SL STA.=62+2ti86::::-:__, N. 220?1 -10.43 cEr 2 WH 2!72 GE. II IE. 14.00 CONNECT. M E:�M,N4 0 .......... I j . m CP Jr- 1 - - 30 30 25 CURVE LENGTH = 120-00 u") 25 (0 K = 115.83 1 E= -0.16 < O 53% -0.51% < ------------ ----------- Grade= -0.517 20 (-- --------- ..7---------- ---- ------ 20 0 - ----- ------------------ U-1 0 Ld z ;-a + z _j Lo _j 15 < Do < oo 15 1 - - M Z. M: w Lf) V) L!� 4i I-_ 11 1 E Q U F— < > Uj > w < 10 :2 2 10 1 TOG LEFT 30% REVIEW CI SCALE CHECK PRINT TOG RIGHT 6e!_� NOT FOR 2o 16 6 62+00 63+00 64+00 65+00 61+00 FEET 20 CONSTRUCTION ' EE D—mg No. D,8, Dote SOLE CITY OF RENTON 8K5 10/3/03 _-N Perte�,_L RP6 Desq,ed By io,iz 7 /3/03 !'-20- STRANDER BLVD EXTENSION — STAGE 2 9 Engineering, Inc. RENTO�N Ch_eCkedSy 10 v�d 61+00 TO 65+50 — AllEADOF'[112�1URVE 10/3/03 1'-5' - Approved By Project Numb,, 3, No R—m— By App'. 2707 Colby Avenue•-Suite 900 •- Everett,WA 98201 (425) 252-7700 22044 ROADWAY PLAN AND PROFILE SECTION 30, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: NOTES ' 4 u ....-_.- S --wi D so Yj' i .i e. CUT f I CUT Jr CUT cur E�S- CU di T G� CUT if f 1870 SD O U-) 240LF 12*SD 0 0.45%0 T_ 0 + LO .................... LO Lr) + r 0) Q < 66+00 (fV+qp -40'34" w 68+00 F_ N 89 q 69+00 -4 — - — - — - < V) Z SW 27TH ST. F-- SD SD- 2. a, SC)B:__ .. ............. V) Z LJ_Jj s D s r) f-70 41�SCUM i76p z < LLJ _J C) 2 t G ........ . ........... c %04% .7........... 4zn A&V n to i----------------- LLJ sp SQ ..........- C) LLJ V V) < 1;p r4f ........ F- V) aF'- < q,.UT SOMH ,72.Z4 cur CUT �CUT FILL SCUT cur DI J_ I ce�60;4 GE_ 1E_ 16.50 i I 1E N1-15,831 A 30 Lf) 25 110 0) < < F- F- 20 V) Grade= 0.50% LO -------- - ----- LLI Ld z 0 z _j 9 0 _j 15 M + C) (0 ci m C) El F- V) 5 o 10 CL LU 0 TOC LEFT 30% REVIEW CL SCALE CHECK PRINT TOC RIGH NOT FOR 20 10 0 T 'RwmiR 20 40 66+00 67+00 68+00 69+00 FEET CONSTRUCTION E CITY OF RENTON a"'i" No. E D,... By Dote SCALE '0/3/03 �y RP7 /3/03 STRANDER BLVD EXTENSION STAGE 2 SKS Perteet -20' Engineering, Inc. RENTON Ch-k� By 'a ve't C'F ME CURVE Appr— By 10/3/03 Pr....1*-5'Nu-b" 65+50 TO 69+50 5 Dote Revision BY App, 2707 Colby Avenue-Suite 900 - Everett, WA 98201 (425)252-7700 ROADWAY PLAN AND PROFILE 7 SECTION 30, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: Ot NOTES .......... CB TYPE I L CONTROL STRUCTURE J5 C8,I.Y,PE7V____ GE E GE. 1E. 15.10 n 1E. I GE- - C . 7.1 0 I'D 0 CUT CUT fur....... ....... ............ P CUT 8p 0 0 + 00 Lf) + Irl (0 Ce i3sol W ........... w w < F_ <_ 70+00 2+0 .9'40'34" W 70 d z 51' i 73- V) F V) z $ 27TH ST M . LIJ 12- .,0 0.6X--Sp 24 < Zso— z < SD i M111 C9 136A ...................I., ................. ............... C) LLI W-All-r LLJ D SD C) SD V)LLJ MMISMOMMAIN < V) 9 p ...... p._.......................... ------------ CUT CUT CUT CUT tt T RL TYPE 1 CB TYPE 1 VG L FIN 00 GE: A75AP 1E. 16. 1E. 16.50 Posr'NOICAMR .20 o VALVE 30 30 0 0 U') 0 25 CURVE LENGTH 150.00 1,- 25 K = 88.52 < E= -0-32 < I-_ 0.50% 20 V) ------------------------------------------------- 20 Cy 0 LLJ z z 40 _I + + + _j CDt 0 C, + 15 y, r... � r, 15 0 CN to < E E Ln J. Uj U 10 > a- > w < 10 30% REVIEW SCALE CHECK PRINT NOT FOR 70+00 71+00 72+00 73+00 2E) 16 6 FEET 20 40 CONSTRUCTION E E 0' By Dote SCALE CITY OF RENTON Dr.9 N.. 10/3/ - -A Perteet Aged By 03 '4o', R P 8 Engineering, Inc. /3/0.3 1'-20' STRANDER BLVD EXTENSION — STAGE 2 Sheet N°. o RE Checked—&/ 10 Vert' 10/3/03 1'-5' 69+50 TO 73+00 Aop� By 07,olect N,mbe, 22044 ROADWAY PLAN AND PROFILE No. Dote By App, 2707 Colby Avenue•-Suite 900 •- Everett, WA 98201 (425) 252-7700 SECTION 30, TOWNSHIP 23 NORTH, RANGE 4 EAST, W.M. CONSTRUCTION NOTES: jj" C13 Type 1 NOTES ........ i GE:- ir CUT CUT CUT I E-,.1 2.95 ............. ....... SW 27TH ST. SM 75+39.03- r�P BF, ------------- VALLEY HWY. STA. 172+00.'00 E.O.P. SW 27TH Sr. S"M-75+39.03 > ................................. U) ...................... ...............0 + n -00 N 89-40-34" w r.74+00 7.+001 ................................ ............................ ...... Cr_ 21 C8 j?IF 12-SI) so F- 0 1E:- t9.48 1.0Z V) Z 12B2 .30& 12"SID........................... Ld C0NNECT---1*— t.............z r< 12'SD EMSTING Of IE.12.30 RIM.I7,S8 0 C-) Lij 3OLF 12*W V) -30 < T --CUT C T CB�TYPE 2 Ca 1232 ca ?"q RIM-16 52 GE- [.'E CB E 1 IE. 13.25 GE. I dj Ce TYPE I GE. IE: 1 2t IE. 16.00 D 11,1, 0 !�M�17 213 E=I,'C' I- i .4i+ 14.62: '4 :1 ;E 30 15 0 0 0 + 9 N c 25 CD �0 0 + 0 10 n + < + 10 01 0, 0- I . 20 V) U),q 1- 11 5 z Ld Grad> 1.35% 15 10 (�L]Nvt LLNIh 14U.UU 0 K = 55.02 0 0 Cn + Ln 0� Co < I" CO .1 10 -5 m to itJ. '0 V) it -0 CL LU 0 CL w TOC LEF7 30% REVIEW SCALE CL CHECK PRINT TOC RIGHT NOT FOR 20 10 0 20 40' 1� 73+00 74+00 75+00 76+00 FEET CONSTRUCTION E CITY OF RENTON 0—mg No. E C'...By 0.1. SCALE SKS '013103 -67 H";z 0-9,ed — RP9 10/3/03 1'.20' STRANDER BLVD EXTENSION - STAGE 2 — ShZ�i 7:S Perteet Engineering, Inc. RENT ON v.'t 'Qz I:C-URVr 73+00 TO E.O.P MADOFT11 10/3/03 1'-5' App—d By P'.j—t ""' s No. Date R-m.. By App" 2707 Colby Avenue•Suite 900 - Everett. WA 98201 • (425) 252-7700 22c)-� ROADWAY PLAN AND PROFILE 1 Appendix C-3 STAGE 3 CONCEPTUAL CONVEYANCE PLANS Perteet Engineering ' Incorporated SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES: O NOTES Jgyy s,1.: .-1 ---BP i SP —.—BP /'E<2sgfe: ' STRANDER BLVD. Z Z Q J Q LI BP BP EIP ------ /� ' ` W 2 EZ 15 15 ' O 10 rn 10 0 Ea Q ' 5 N w 5 o Z r J 0 � Q ' s —5 9A7ZIV —5 N q TOC LEFT CL SCALE TOC RIGHT 20 10 o FEET 20 40 9+00 10+00 11+00 12+00 ' E CITY OF RENTON 0—mg" a Perteet °mKS SCALE RP1 °9°°°By � 3 03 "°"z STRANDER BLVD EXTENSION Engineering, Inc. R E N^ T N °„«k� BY 3 03 Vert,-=20 Sheaf"°. ' a ,-_5• B.O.P. TO STA 9+00 N°. Outs Re W.. 2707 Colby Avenue•Suite 900 • Everett,NA 98201 (425) 252-7700 :91i=iD G'iFTiiE CI:R'rE nppr°,•ed BY P.°,ecf "°mf,e. ROADWAY PLAN AND PROFILE BY APPr' 22044 of T°t°I SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES: + STRANDER BLVD. STA. 10+00.00= ' iEST VALLEY HWY. STA. 120+00.00 'k NOTES H173 I Rm � l 0 13SM59-1 cs s it i C t 92 09 Ili CB E ,1 it'.-24 71 B E-24.6.3 ems, 51 Ri 2,,,6 Ir 1 2'� S L u'q f ; i i; (�i I` I!: w_24.as� �E— �J -j 0 It Bp zo 0 S ........................9 z i 0 D L. l t 1. -9 ssa'i 6f;� 16m + nri .2. + , Of 0 z + U, Z to LJ Ld < 7 z —j T- La Ik\ L) Ld -T Ld Ln LEGEND j ............ Ld ? 405 co < ....... CURB RETURN DATA, SEE SHEET CRI 0 FOR RETURN INFORMATION h n I t 1L., U � A—V L 1 jC-1 —-- --------- f I SSMH 670i S.24. co + it I E Ii 7j- -.i 0 < 0 17) ck� 6 rc E 40 40 0 C i m 0 35 35 o or < V) 30 30 Ld z LIJ z 25 25 < ' 6 20 :2 20 9 15 15 TOG LEFT CL SCALE TOC RIGHT io 16 6 20 aO 11 9+00 10+00 11+00 12+00 13+00 FEET 0—ing No. E p n By Dt. SCALE CITY OF RENTON rteet 0 mwK S D..ig..d By 10/3/03 H.,u STRANDER BLVD EXTENSION RP2 Engineering, Inc. 13103 REXTON Ch-ked—13y 10 V,rtsheet Ne. 10/3/03 1*-5' 9+00 TO 13+00 A,2707 Colby Avenue•-Suite 900 •- Everett,WA 98201 (425) 252-7700 IZAD OF 191E L JWVJE App—�By P,.j..t N—b- No. Dot. R-mi.. By App, 0 22 44 ROADWAY PLAN AND PROFILE SEC. 25, T 23N, R 45E, W.M. CONSTRUCTION NOTES: ' {'� \ � ' r 4 j Oi NOTES STRANDER BLVD. STA.-,1/ r ; I ' 14+00.0b, 5 �__z UND SIT DR. STX-,,l 20+OOM J CUT, ? < V 'Fell 4 0 /y; 0 + C14 + na 77 ,RAVEL V1 < < V) 11 Il T z ilj z , 1 17 U < 15+00 � zf 1 STRANDER LLI < BLVD. f Z c1f v; _j 0 .......... V 7 ill V, M Ld LLJ 3 N —----------------- I__ U) < ISO < A e ry STATIONS milic:11111c; UT �_VAULT A /L v" j CUT A TO z 35 o 35 0 0 + + 30 30 ' s F- 25 N 25 IJJ z LLJ _j z _j 20 20 < < ' 6 15 :2 :2 15 10 10 iW SCALE 20 16 6 so 410 13+00 14+00 15+00 16+00 17+00 FEET E E 0,..i.g N., Dm,n By D�t. SCALE CITY OF RENTON Perteet "m'.-, '0/-'/0' ... RP3 V /3/03 1.-20. STRANDER BLVD EXTENSION ngineering, Inc. --------Uy— 10 - ----- -....j VIrt R E X T 0> Checked 13+00 TO 17+00 Sh..t N.. 2707 Colby Avenue-Suite 900 - Everett, VA 98201 •(425) 252-7700 App—.d By P-j-t - b., '5 No. Mts R—W.. App, N 220" ROADWAY PLAN AND PROFILE Z. SEC. 25, T 23N, R 45E, W.M. 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C)Num�, 22 44 ROADWAY PLAN AND PROFILE SEC,' 25 2 �, R E, W. NDER BLw. STA. 27+01.07= CONSTRUCTION NOTES: ' - ' ), ` BOEING ACCESS RD. STA. 132+55.62 . NOTES •, , CUT / ■ X. F' SD 50 j SO 5fl � �. /so _ / NDER BLVI). so 0 i so 41' , ,-� STRA _ 5Dso ho own �J 2 — _ '•. ' cur curun ZG� GUS 'j00 r PC E 35 35 � o o + + 30 N N 30 Q Q 25 N N 25 Z LLJ z r J J 20 = = 20 U U � Q s 15 : g 15 N 1 TOC LEFT CL SCALE TOC RIGHT 20 10 0 FEET 20 40 25+00 26+00 27+00 28+00 29+00 E CITY OF RENTON Drawing No. E own Perteet Dr SCALER P 6 BKS 0 3 03 Designed�, Nerh STRANDER BLVD EXTENSION a Engineering, Inc. D 3 D3 =zD' R E N T O N Checked By yert Sheet No. 10 3 03 ,-=5* 25+00 TO 29+50 — No. Date 2707 Colby Avenue.Suite 900 • Everett.WA 90201 (425) 252-7700 `lTZAL F. ,=r.T-,VVE Appm,ed 6y Projec1 N° ROADWAY PLAN AND PROFILE ' Revision By Appr. 22044 Appendix D SOIL BORING LOGS FROM: Geotechnical Report for Conceptual Design- Strander Boulevard/27th Street Improvements, Renton and Tukwila, Washington, February 27, 2004 by Shannon and Wilson Perteet Engineering Incorporated t A SHANNON&WILSON,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 AAREFERENCE..................................................................................................................A-6 TABLE Table No. A-1 Previous Exploration Data r 21-I-093ti9-002-R I Faa.doc/w p/eet 21-1-09369-002 A-i TABLE OF CONTENTS (cont.) SHANNON�&WLSON,INC. LIST OF FIGURES 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-1 I I 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 zi-1-09161-1102-R I Faa.aocrwpleet 21-1-09369-002 A-i i 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 Valley Highway to Oakesdale Avenue SW) and B-201 through 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. 21-I.09369-002-R'Faa.doc/wp/ikd 2 1-1-09369-002 A-1 SHANNON&WILSON,INC. A 2.1 Drilling Procedures Geo-Tech Explorations of Kent, Washington, drilled the soil borings under subcontract to 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'/a-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 possession 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 general, soil samples were collected at 2.5-foot intervals to a depth of 30 feet and at 5-foot 21-1-09369-002-RIFaa.doc/wp/eet 21-1-09369-002 A-2 SHANNON FMILSON,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 no, 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 cohesive 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 21-1-09369-002-R I Faa.doc/wp/eet 2 1-1-09369-002 A-3 &VIMON&WILSON,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 Monitoring 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 the 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 minimum 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 borehole. The monuments were set above the adjacent grade to reduce surface water inflow. ' The steel monuments were set in place with quickset concrete. 21-1-09369-002-RIFaa.doc/wp/eet 21-1-09369-002 A-4 SHANNON&WILSON,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, drilling mud, and sediment from the bottom of the well. Development equipment consisted of a WaterraTM 2-inch-diameter, Acetyl surge 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 Where observed, groundwater was noted during drilling. Groundwater levels in the 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 ed alianment are resented in this appendix. A The current boring lobs for the proposed b p PP 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 21-I-09369-002-R I Fao.doclwp/eet 21-1-09369-002 A-5 SHANNON&WILSON,INC. (USCS) symbol of each geologic 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 REFERENCE 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. r i 1 21-1-09369.001,-R I Faa.doc/w p/eet 21-1-093 69-002 A-6 SHANNON&WILSON,INC. TABLE A-1 PREVIOUS EXPLORATION DATA Consultant Project Name Date Exploration Designation Figure 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 1 Earth Consultants,Inc. SW 27th Street Warehouse August-94 TP-1 TP-301 A-23 TP-13 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 LAM 5 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 1 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-1 B-317 A-40 TP-7 TP-306 A-41 Earth Consultants,Inc. Proposed Manufacturing Site January-85 I B-318 A-42 P-1 C-301 A43 Notes: B=Boring C=Dutch Cone Penetration TP=Test Pit 21-1-09369-002-R I F-TA-1.x Is/w p/eet 21-1-09369-002 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 are based on visual-manual procedures(AS TM SAND" D 2488-93)unless otherwise noted. -Fine #20 to 10 ((0.08 2 mm) t -Medium #40 to# 0.4 to 2 mm) ) -Coarse #10 to#4 (2 to 5 mm) S&W CLASSIFICATION OF SOIL CONSTITUENTS GRAVEL' -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 of the soil and precede the major constituents BOULDERS > 12 inches(305 mm) (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 ® Bent.Cement Grout Surface Cement Elev. Elevation Seal It 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 A]Mon. Monument cover Vibrating Wire N Blows for last two 6-inch increments NA Not applicable or not available NP Non plastic OD Outside diameter a OVA Organic vapor analyzer PID Photo-ionization detector a ppm parts per million PVC Polyvinyl Chloride Strander Boulevard/SW 27th Street 3 SS Split spoon sampler Improvements SPT Standard penetration test Renton and Tukwila,Washington a USC Unified soil classification oWLI Water level indicator SOIL CLASSIFICATION N AND LOG KEY February 2004 21-1-09369-002 c� __ SHANNON &WILSON, INC.I FIG. A-1 Cr Geotechnical and Environmental Consultants Sheet 1 of 2 m UNIFIED SOIL CLASSIFICATION SYSTEM (USCS) (From ASTM D 2487-98 & 2488-93) MAJOR DIVISIONS GROUP/GRAPHIC TYPICAL DESCRIPTION SYMBOL GW •'• Well qqraded gqravels,gqravels, • ' gravel/sand rfiixtures,ltttle or no fines Clean Gravels (less than 5% Gravels fines) Gp o Q° Poorly graded gravels,gravel-sand mixtures,little or no fines (more than 50% of coarse fraction retained on No.4 sieve) Gravels with GM Silty gravels,gravel-sand-silt mixtures Fines (more than 12% COARSE- fines) GC Clayey gravels,gravel-sand-clay GRAINED mixtures SOILS (more than 50% retained on No. SW Well-graded sands,gravelly sands, 200 sieve) Clean Sands little or no fines (less than 5° fines) Poorly graded sand,gravelly sands, Sands SP little or no fines (50%or more of coarse fraction passes the No.4 Sands with SM Silty sands,sand-silt mixtures Breve) Fines (more than 12% fines) Sc Clayey sands,sand clay mixtures OR Inorganic silts of low to medium ML plasticity,rock flour,sandy silts, gravelly silts,or clayey silts with slight Inorganic plasticity Silts and Clays Inorganic clays of low to medium (liquid limit less CL plasticity,gravelly clays,sandy clays, than 50) silty clays,lean clays FINE-GRAINED Or = Organic silts and organic silty clays of SOILS Organic OL low plasticity (50%or more passes the No. Inorganic silts,micaceous or 200 sieve) MH diatomaceous fine sands or silty soils, elastic silt Inorganic Silts and Clays Inorgganic clays or medium to high (liquid limit 50 or CH plasticity,sandy fat clay,or gravelly fat cl more) y Organic OH / Organic clays of medium to high /� plasticity,organic silts ORGANIC Primarily organic matter,dark in PT Peat,humus,swamp soils with higgh SOILS color,and organic odor organic content(see ASTM D 4427) o a Strander Boulevard/SW 27th Street Improvements cn NOTEScn Renton and Tukwila,Washington 0 1.Dual symbols (symbols separated by a hyphen,i.e.,SP-SM,slightly cl silty fine SAND)are used for soils with between 5%and 12%fines SOIL CLASSIFICATION g or when the liquid limit and plasticity index values plot in the CL-ML N area of the plasticity chart. AND LOG KEY N N 5 2.Borderline symbols(symbols separated bya slash,i.e., CL/ML,silty February 2004 21-1-09369 002 CLAY/clayey SILT,GW/SW,sandy GRAVEL/gravelly SAND) z indicate that the soil may fall into one of two possible basic groups. SHANNON & WILSON, INC.I FIG.Geotechn cal and Environmental Consultants Sheet:!� 2 ON SOIL DESCRIPTION 'Q _ Standard Penetration Resistance � a �' s (140 lb.weight, 30-inch drop) ca. cE>1 o co A Blows per foot 1 Surface Elevation:30.1 Ft. Datum: NAVD88 0 ° U 0 20 40 60 Medium dense,gray, silty,clayey,fine gravelly SAND;moist; scattered organics; (Hf) SM. ° 'I 4.5 Loose to medium dense, brown to dark 5 ----- -""-" `- - - - gray,trace to slightly clayey,slightly silty to ° 2�. silty,fine SAND; moist to wet;trace of organics-,scattered iron oxide staining 10 --- — 0 - - -—-- -- between 12.5 and 14 feet below ground ° 41 surface (bgs); (HaD) SP-SM. i Very soft to soft,dark gray,trace to slightly 14.5 15 ° 6� fine sandy,clayey SILT and silty CLAY with numerous layers of loose,silty,fine sand; o wet;scattered to numerous organics and _ _ 61 wood fragments;scattered iron oxide a 20 - staining between 15 and 16.5 feet bgs; __� (HeD with thin Hp layers) MUCL. eI 25 — - --- - -----®-- 10 128 ttI ' Medium dense to dense,dark gray,trace to 29'5 30 - — --- - - •--- ----- 12 slightly silty,fine to medium SAND;wet; scattered organics;trace of gravel in sample S-15; (HaD) SP-SM. 13 i 40 ---- ®- - -- — — 45 ----- ------ ._.. --- a NOTE: Sulphur odor noted during well 151 i . . development. 50 - -— rc x 51.5 BOTTOM OF BORING . . . . . . . . . . . . . COMPLETED 7/22/2003 J LEGEND 0 20 40 60 Sample Not Recovered Piezometer Screen and Sand Filter 0 %Water Content I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit 1 —0 Liquid Limit Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content ' ® Bentonite Grout Ground Water Level ATD Strander Boulevard/SW 27th Street 1 Ground Water Level in Well Improvements w NOTES Renton and Tukwila,Washington r a 1.The boring was performed using Mud Rotary drilling methods. ,0 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 nature of the subsurface materials. o 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. W SHANNON &WILSON, INC. A'G e� a N 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnical and Environmental Consultants FIG. A SOIL DESCRIPTION U_ -5 EE a -0 Ui Standard Penetration Resistance t E a E a m s (140 lb.weight, 30-inch drop) ' o E c0 3 A Blows per foot Surface Elevation:27.3 Ft.Datum: NAVD88 Q d 0 20 40 60 Loose,brown,silty,fine SAND; moist; scattered organics; (HaD) SM. 5.0 5 - ---- ®-- ------.. Soft, brown, slightly fine sandy,clayey 0 z� SILT;moist; iron-oxide staining;scattered 7.0 organics; HeD ML. 0 3I I Loose, dark gray,silty, fine SAND;wet; 10 - --- I-� --.--0 - iron-oxide staining; scattered organics; o a HaD SP-SM. ° Very soft to to medium stiff,trace to slightly s fine sandy,clayey SILT and silty CLAY with 0 6 15 --- ------------.--------------------------- several layers of very loose to loose,silty, fine sand;wet;scattered to numerous -1•. organics and wood fragments; scattered iron oxide staining between 10 and 11.5 20 --- ----- --- ®--- feet below ground surface (bgs); layers of 6 peat between 25 and 27 feet bgs; (HeD ,oc sI with thin Hp layers) MUCUOL. gggg 25 - -- ------ ----- -- -------- 92 10 - 30 ---- -----=-----�----� ------ -- 12 Dense, dark gray,trace to slightly silty,fine 33.0 to medium SAND;wet;scattered organics 35 --- ------------ -- -- ------ and wood fragments;scattered silty clay 13I lenses; (HaD) SP-SM. , I 40 4 ---------- -o---- ------- 0 45 --- --- --- --O ------ - ------ ¢ tsI I . m 50 --- ¢ A. 16� 1 . . . . . . . . CONTINUED NEXT SHEET LEGEND 0 20 47 60 • Sample Not Recovered SZ Ground Water Level ATD 0 %Water Content I Standard Penetration Test Sample Plastic Limit {--0—� Liquid Limit Thin wall Sam ZI P Natural Water Content a o Strander Boulevard/SW 27th Street a Improvements w Nores 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 m the transition may be gradual. LOG Or BORING 8-102 3.The discussion in the text of this report is necessary for a proper understanding of the �7 G N nature of the subsurface materials. N p 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. w SHANNON &WILSON, INC. FIG. A-3 Cn 6.USCS designation is based on visual-manual classification and selected lab testing. < Geotechnical and Environmental Consultants Sheet 1 of 2 _ Standard Penetration Resistance SOIL DESCRIPTION 'L E 8 �` Q, � r (140 lb.weight,30 inch drop) Q 0 U)E a E 2 A Blows per foot C7 Surface Elevation:27.3 Ft. Datum:NAVD88 0 FL0 20 4 60 n ;. 1B 60 ,9I 6570 - O 20� -- O 75 _..— --- --- - 21 -- 78.0 Stiff to very soft,gray,slightly fine sandy to fine sandy,slightly clayey to clayey SILT 80 --- -- - " - - ----® ---— 22 and silty CLAY with trace of fine sand; wet; layers of silty,fine sand; numerous organics;(HeD) MUCL. 85 ----- - _.._F—� O ------ 23� 90 - - -- ------- 24 2 � 95 5 - : --- -- O --- x 100 ------- 1 26 I BOTTOM OF BORING 101.5 m COMPLETED 7/21/2003 . . . . . . i . . . r 105 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 0 IT Thin Wall Sample Natural Water Content a Strander Boulevard/SW 27th Street 0 Improvements CL w NOTES Renton and Tukwila,Washington LU 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-1 O2 3.The discussion in the text of this report is necessary for a proper understanding of the 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. Q1-3 y 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnlcai and Emironmental Consultants Sheet 2 of 2 a SOIL DESCRIPTION u o E a -0 U_ Standard Penetration Resistance L E a C• Ira lb.weight,30-inch drop) C m 2 � C A Blows per foot Surface Elevation:25.9 Ft, Datum: NAVD811 p a p 0 20 40 60 Interbedded, loose, brown,silty,fine SAND and medium stiff to soft,fine sandy,clayey T • SILT; moist to wet; scattered organics; 0.3 11 iron-oxide staining between 5 and 6.5 feet below ground surface(bgs); (HaD) SM/ML. : 0.3 2I Very soft to soft,dark gray, slightly to fine 7'0 g • sandy, clayey SILT and silty CLAY with o.3 3I o several layers of very loose,silty,fine sand; 10 - --- -- - - •- wet;scattered iron-oxide staining;scattered o.s aI o • to numerous organics and wood fragments; 0.6 sI layers of dark brown peat encountered between 22.5 and 24 feet bgs; (HeD with 0.3 6 I 15 - - ---—---- — - •- Hp layers) MH/CH/OH. 64 BI 20 ---- ---I----— • --- -- ,D4 9I 26.0 ,oI 25 Medium dense to dense, dark gray,trace to slightly silty,fine to medium SAND;wet; ttI • scattered to numerous wood fragments ' 30 ----- —• - - between 27.5 and 29 ft bgs; (HaD) SP-SM. 12� T35 -_-.—_..-- -•--- --- .-- - - - 13 40 --= —0--- - ,a - JJ�� � i i t sI 45 ------- — —•--- ._ ... - - I m . . . . . . . i . . - . U i��. 50 ---- ,6I I x l ° CONTINUED NEXT SHEET LEGEND 0 20 40 60 Sample Not Recovered E Ground Water Level ATD • %Water Content Standard Penetration Test o Ij Thin Wall Sample Plastic Limit �� Liquid Limit Natural Water Content h o Strander Boulevard/SW 27th Street Q. Improvements F NOTES 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-103 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. N 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON & WILSON, INC. FIG. A-4 a Geotechnical and Environmental Consultants Sheet 1 of 4 rn -o U_ Standard Penetration Resistance SOIL DESCRIPTION `� 0 0- a (140 lb.weight,30-inch drop) cn o ca Blows per foot Surface Elevation:25.9 Ft. Datum: NAVD88 O 0 20 40 60 17 I T 60 - 18 65 ----------------o--- --- - - 19 I 66.5 . . . . . Medium dense,dark gray,trace to slightly clayey,fine sandy SILT; wet;scattered organics and wood fragments; (HeD) ML. 70 -- ------ - - O ----- 201 73.0 . . . Medium stiff to very soft,gray,slightly l clayey to clayey SILT and silty CLAY with 75 -- --- — —-O- -- layers of medium dense, silty,fine sand; 21= . wet; scattered to numerous organics and wood fragments;(HeC) MUCL. 80 __ ------- ---- - O----- - 22� 85 -------- --I---�-0----_ . - 23� i . 90 -------- - --- 24 • .. . 93.0 25 . . . . •. . . . . Very soft to medium stiff, gray, slightly . clayey to clayey SILT and silty CLAY with 95 --- — — O—~---- layers of medium dense, silty,fine sand; zsI wet; scattered to numerous organics and I wood fragments;(HeD) MUCL. $ T 100 ---—. . . I . . . . . -O I . . . . . . . . 27 I 105 - 28 x 108.0 CONTINUED NEXT SHEET ' 0 20 40 60 LEGEND • Sample Not Recovered 9_ Ground Water Level ATD %Water Content = Standard Penetration Test Plastic Limit 1 0 Liquid Limit Ij Thin Wall Sample Natural Water Content r; Strander Boulevard/SW 27th Street � Improvements w NOTES 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 m the transition maybe gradual. LOG OF BORING B'1 03 3.The discussion in the text of this report is necessary for a proper understanding of the 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. A A a 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. '4 Geotechnical and Environmental Consultants Sheet 2 of 4 SOIL DESCRIPTION U_ -6 E a u- Standard Penetration Resistance L E a n o L (140 lb.weight, 30 inch drop) a) U) o m 0 Blows per foot Surface Elevation:25.9 Ft. Datum: NAVD811 0 a rn p 0 20 40 Very dense, dark gray,trace to slightly silty, sandy GRAVEL, wet,cobbles are potentially present; (Hag) GW-GM. -5015 NOTE: 1. Difficult drilling. 2. Broken pieces of rock may have increased blow counts. 120 --O----- ----- - ------ 31 Stiff,dark gray, silty CLAY with trace fine 123.0 sand;wet;scattered organics; (HeC) CL. 125 -- — 0------— 32 Very dense to dense,dark gray,slightly 127.0 silty,fine and fine to medium SAND;wet; ' T 130 - ------- - 0- ---- ----trace organics; scattered silt lenses; 33 I (HaC) SP-SM. _L 135 -- ------ ------0 -- --- 34 Very dense, gray, slightly sandy to sandy 138.0 GRAVEL,trace of silt and clay;wet; 140 --- - --- 0-------- 35 scattered layers of medium dense,slightly silty to silty,slightly fine gravelly, fine sand; (Hag) GP. 37= 150 -—0 --------- - ---50/3 38=. 155 -------- - _ - =--- 5076" A L NOTE: Lost drilling mud from about 140 to j . . . . 165 feet-making drilling difficult. I m j . . . . . 160 icc 39 m I i CONTINUED NEXT SHEET z�] LEGEND 0 20 40 60 • Sample Not Recovered SL Ground Water Level ATD O %Water Content Standard Penetration Test o I[ Thin wall Sample Plastic Limit 1-0 --� Liquid Limit n Natural Water Content a o Strander Boulevard/SW 27th Street a Improvements w NOTES Renton and Tukwila,Washington IL 1.The boring was performed using Mud Rotary drilling methods. m 2.The stratification lines represent the approximate boundaries between soil types,and m the transition may be gradual. LOG OF BORING B-1 03 3.The discussion in the text of this report is necessary for a proper understanding of the N nature of the subsurface materials. N 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. in6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. A-4 ¢ Geotechnical and Environmental Consultants Sheet 3 of 4 i rn -o Standard Penetration Resistance SOIL DESCRIPTION a n _ (140 lb.weight, 30-inch drop) m o m Blows per foot Surface Elevation:25.9 Ft.Datum:NAVD88 0 U) 0 20 40 60 40 169.0 - Very dense, dark gray, slightly silty,fine to I 170 . . at - -O --- — -- .-68- medium SAND,trace of coarse sand and fine gravel;wet;grades to gravelly in sample S-43; (Ova) SP-SM. 42= 175 ---------0 180.9 aa= 180 -------m -50%5„ BOTTOM OF BORING COMPLETED 7/24/2003 185 -------—'-----._-._.._..- - --------- 1 190 --------- ----------=---------- 195 -------- ----------- --- — --- -- 200 - _ - - - - ------- 205 - ---- ----- x 210 -- — --- -- a l to 215 - 0 20 40 60 LEGEND Sample Not Recovered SZ Ground Water Level ATD 0 %Water Content = Standard Penetration Test Plastic Limit 1-0 —{ Liquid Limit 0 Ij Thin Wall Sample Natural Water Content n �Z4 Strander Boulevard/SW 27th Street aImprovements wNOTES 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 U3 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 0 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. Geotechnical andd of SHANNO &WILSON, INC. FIG. 4 Environmental Consultants Sheet 4 Of 4 SOIL DESCRIPTION U o E a � ti Standard Penetration Resistance s E a a o Z6 -C (140 lb. weight, 30-inch drop) aai o E 2 A Blows per foot Surface Elevation:25.8 Ft. Datum:NAVD88 n- U 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 tI staining; (HeD) ML. T 5 - --- -- - --®------- Very loose to loose, dark gray, silty,fine 7.0 : 0.2 aI SAND;wet; occasional organics;(HaD) SP-SM. o aI N 10 — -- — -- - ® ----- o sI S • . . Very soft to soft,gray,clayey SILT with 14.5 ° sI a 15 -- ----- ---- - ---- -•- trace fine sand and silty CLAY;wet; scattered organics and wood fragments; ° 7I (HeD) MUCL. 20 o e= — ------ -- -- -----m--— 23.0 Loose to very dense, dark gray, silty 9 grading to slightly silty,fine to medium 25 -- ---- ----0 --- SAND;wet;scattered organics; layers of 10I fine to coarse sand with trace of silt; (HaD) SP-SM/SM. 11 30 — -- .--�_.. ---—----------- 12 ' tsI 35 t aI 40 . . . . .-- - O- - --- ------ 45 ------ -- — --- tsI 0 � I 50 16� 51.5 x BOTTOM OF BORING . . . . . . . COMPLETED 7/25/2003 J LEGEND 0 20 40 60 • Sample Not Recovered = Piezometer Screen and Sand Filter 0 %Water Content I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit 1—0 —I Liquid Limit ® Bentonite Chips/Pellets Natural Water Content r ® Bentonite Grout N o g Ground Water Level ATD Strander Boulevard/SW 27th Street Ground Water Level in Well Y Ground Water Level in VWP Improvements LU NOTES 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 0 the transition may begradual. LOG OF BORING B-104 MWNW 3.The discussion in the text of this report is necessary for a proper understanding of the N nature of the subsurface materials. N J 4.Groundwater level,it 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. SHANNON &WIL$ON, INC. FIG. A-5 < Geotechnical and Environmental Consultants SOIL DESCRIPTION - -0 t% Standard Penetration Resistance s a � �' _ (140 lb.weight, 30-inch drop) m 2 3 A Blows per foot Surface Elevation:26.5 Ft. Datum:NAVD88 0 ro 0 20 40 60 Loose,brown, slightly fine sandy SILT; moist; scattered organics; (Hf) ML. 4.0 1 Very soft to soft,brown,clayey SILT,trace 5 .. ._ . ._- fine sand;wet below 7 feet; scattered iron 2 Ez oxide staining; scattered organics;layer of H fi silty, fine sand in sample S-2; (HeD) ML. 3I 10.2 ° 10 ----- -0 Very loose, brown, silty,fine SAND and fine 41 o sandy SILT;wet; (HaD) SM/ML. I o 15 ----- 16.0 6 Very soft,gray,clayey SILT with trace of fine 72 ' sand and silty CLAY with numerous layers of loose,fine sandy silt and silty,fine sand;wet; 20 _ , - 63 scattered to numerous organics and wood 6I fragments; scattered iron oxide staining; peat layers between 22.5 and 28 feet bgs; (HeD 91 with layers of Hp) MUCUOL 25 _ ______ ________ ______ 126 1°� i 30.5 30 -- ----- --- --- Medium dense to dense, dark gray,trace to 12� slightly silty,fine to medium SAND;wet; layers . . of fine to coarse sand;scattered organics; (HaD) SP-SM. 35 a--- ------- 13� I 40 0 14 ------ -- . . . . ' Y 45 . . . -- -0_--- ---- J 15I a 50 cc 161 . . . . . . . — CONTINUED NEXT SHEET l 0 20 40 60 LEGEND Sample Not Recovered Piezometer Screen and Sand Filter 0 %Water Content ' I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit 1 0 Liquid Limit c Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content ® Bentonite Grout F Ground Water Level ATD Strander Boulevard/SW 27th Street ' Ground Water Level in Well w NOTES Ground Water Level in VWP Improvements Renton and Tukwila,Washington 2 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 VW P 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 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 &WILSON, INC. FIG. A-6 Geolechnical and Environmental Consultants Sheet 1 of 3 SOIL DESCRIPTION o li Standard Penetration Resistance _C E a o r (140 lb.weight, 30-inch drop) a m 2 A Blows per foot Surface Elevation:26.5 Ft. Datum: NAVD88 U 0 20 40 60 17 60 _.__ 0_ '• 18� 65 --- -- -- -- --0 --------- 19 70.5 70 ---- -- - —® Soft to very soft,dark gray, slightly fine sandy 20 to fine sandy, slightly clayey to clayey SILT and silty CLAY;wet;layers of medium dense, silty,fine to medium sand; scattered organics; 21I 75 (HeD) MUCL. z I I' 80 z — -------- --— 11 . . 85 --- ----' -0 '-- 23� — Medium dense, dark gray, fine to medium 88.0 SAND, trace silt;wet;scattered organics; 90 - — ' trace shell fragments;(HaC) SP. "" 24 Verysoft to very stiff,dark gray,slightly fine 94.0 rY 9 Y. 9 Y 95 — --0— ' sandy to fine sandy,slightly clayey to clayey 25I SILT and silty CLAY;wet;scattered organics; (HeC) MUCL. Y 100 -- ----------- -- J 26 U 105 ------ --- —--—---�., ¢ 29� . . . . . . . 108.0 . . . . . i I . CONTINUED NEXT SHEET ' LEGEND 0 20 40 60 Sample Not Recovered = Piezometer Screen and Sand Filter 0 %Water Content ' = Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit 1---0 Liquid Limit o I[ Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content ® Bentonite Grout o Ground Water Level ATD Strander Boulevard/SW 27th Street 1 Ground Water Level in Well Improvements w NOTES Y 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. 0 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. N p 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369-002 (ac 5.Refer to KEY for explanation of symbols,codes and definitions. w SHANNON &WILSON, INC. FIG. A-6 a6.USCS designation is based on visual-manual classification and selected lab testing. Geotecnnical and Environmental Consultants Sheet 2 of 3 ' a Standard Penetration Resistance SOIL DESCRIPTION = .0 a z (140 lb.weight, 30-inch drop) E 2 � ca A Blows per foot Surface Elevation:26.5 Ft. Datum: NAVD88 U) 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 - — — -50/4.5" 31I 70 ' 123.0 Interbedded,very soft, gray, silty CLAY and medium stiff,clayey, sandy SILT;wet; (He C) 32= 125 --- - ---0 -- -- - CUML 127.0 Medium dense, gray,slightly silty to silty,fine SAND;wet; layers of fine sandy silt;scattered organics;(HaC) SP SM. 33= 130 ----- ---- -`-- 135 - -- ..——.-- ---- -- -- -- 34= i 139.5 .. 140 -----0 --- Very dense,gray,slightly silty, sandy 35= 66 GRAVEL,trace of clay;wet; layers of silty, fine sand and silty,gravelly sand;scattered organics;cobbles are potentially present; 36= 145 --- i — 50/6" (Hag) GW-GM. . . . . . . . . . . . . . . i ' 37= 1 so 152.0 BOTTOM OF BORING COMPLETED 7/25/2003 a NOTE: Lost large amounts of drilling mud 155 . (starting at about 151.5 feet). Driling i m very difficult. Could not advance boring beyond 152 feet below ground 180 ----- cc surface using mud rotary drilling l ' . . . . z methods-placed vibrating wire at . . . obottom of boring. ' 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 1-0--I Liquid Limit Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content ® Bentonite Grout Ground Water Level ATD Strander Boulevard/SW 27th Street i Ground Water Level in Well Improvements W NOTES Ground Water Level in VWP Renton and Tukwila,Washington r 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 3.The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurtace materials. ' 21-1 09369 002 0 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. FIG. A-6 a6.USCS designation is based on visual-manual classification and selected lab testing. Geo2echncal and Environmental Consultants Sheet 3 of 3 SOIL DESCRIPTION u- -5 E li Standard Penetration Resistance _C E a a o ( r (140 lb.weight, 30-inch drop) cn Ln E 2 c A Blows per foot Surface Elevation:23.9 Ft.Datum: NAVD88 p a Cn p 0 20 40 60 Loose, brown, trace to slightly clayey, silty, fine SAND and fine sandy SILT, moist to T wet; scattered iron oxide staining; scattered o 1 1 organics;(HeD) MUSM. - 0.1 2� Loose, dark gray, slightly silty to silty,fine 7.0 0 3= • SAND;wet; scattered iron oxide staining; 10 scattered organics; (HaD)SP-SM/SM. -- o a= Very soft to soft,dark gray,trace fine sandy 12.0 o s= o • to fine sandy,slightly clayey to clayey SILT _J_ . . . . ! . . . N and silty CLAY;wet;scattered to numerous 15 -- - ----------} ---- •---— o s= organics and wood fragments; scattered shell fragments in sample S-10; layers of 7� • dark brown peat between 22.5 and 26.5 feet below ground surface(bgs); burnt e AIL 20 62 ' wood fragments encountered at about 26.3 14f, feet bgs;(HeD) MUCUOL. 9= NP 25 - - --- —— — ---•--- 10 Medium dense to dense,dark gray, slightly 26.5 • silty to silty,fine to medium SAND,trace of t� clay;wet;layers of fine to coarse sand; Y Y T 30 --- ---- — -------—--— scattered silt seams;scattered shell 12_1 fragments encountered about 50 feet bgs; (HaD) SP-SM/SM. 35 -- _• 13 14 40 ---------- --• --- --- --- j 45 -— — ----• --- ---- t s= . Z 16= 50 --- --- . . . ----------- x BOTTOM OF BORING 51.5 j g COMPLETED 7/28/2003 LEGEND 0 20 40 60 Sample Not Recovered Piezometer Screen and Sand Filter • %Water Content Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit I--0 Liquid Limit c ® Bentonite Chips/Pellets Natural Water Content ® Bentonite Grout o Q Ground Water Level ATD Strander Boulevard/SW 27th Street Ground Water Level in WellCL Improvements NOTES Ground Water Level in VWP 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 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 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. U) 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON & WILSON, INC- FIG. A-7 Geotechnical and Environmental Consultants ' a Standard Penetration Resistance UL E c SOIL DESCRIPTION n L (140 lb.weight, 30-inch drop) o ♦ Blows per foot ' Surface Elevation:24.1 Ft. Datum: NAVD88 0 a 0 20 40 60 Medium stiff,brown and light brown mottled, clayey SILT and loose, silty, fine to • medium SAND; moist to wet;scattered organics;numerous iron oxide stains 5 -.-- - -�;-- -- between 5 and 6.5 feet below ground ° 21 surface b s ; HeD MUSM. 7.0 Very loose to loose, dark gray,slightly silty 0.2 31 to silty,fine SAND;wet;trace of clay; (HaD) 10 --- - -- •;------- - SP-SM/SM. 0.1 aI o SI. 14.5 ' Very soft to medium stiff, gray, slightly 0 6T clayey to clayey SILT and silty CLAY;wet; scattered to numerous organics; (HeD) 7� MUCL. 20 ---— - --—�-- e 22.5 � Medium dense to dense, dark gray,trace to . •. 9 slightly silty,fine to medium SAND;wet; 101 25 --._--- scattered layers of soft,silty clay and silty, fine sand;scattered organics; (HaD) SP-SM. "I 30 ------ - -:----0 - ZI 35 ------ O � 13I 40 --=- -- ----® ---— -- ,aI Y T 45 - -- — 15 I -------. • ---- ----- m U --- ----- ----- -- 50 -0-- 16 I CONTINUED NEXT SHEET 0 20 40 60 LEGEND Sample Not Recovered SZ Ground Water Level ATD • %Water Content I Standard Penetration Test Plastic Limit I--4" Liquid Limit o I[ Thin Wall Sample Natural Water Content r, 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-107 c 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. SHANNON &WILSON, INC. FIG. Al-8 a6.USCS designation is based on visual-manual classification and selected lab testing. Geo�echnical and Environmental Consultants Sheet 1 of 3 SOIL DESCRIPTION -5 EE a ti Standard Penetration Resistance E 0.0. a a s (140 lb.weight,30-inch drop) T C) A Blows per foot Surface Elevation:24.1 Ft.Datum:NAVD88 O a U) p ' 0 20 40 60 n Medium dense to dense,dark gray, trace to 58.0 slightly silty, fine to medium SAND;wet; 60 ------ ------------ O --------- --- layers of soft, silty clay and silty fine sand; te� scattered organics; (HaC) SP-SM. 65 - 19 I 70 -- 20 75 -- - ---® -- ------ 21 80 —---- - = --- -- 22 TT 85 ---- ----- —®— -- 23J_ : . 90 -- -—----- ..-0------------ 24I - zI 95 s — -----—® - --- ------ — TT 100 — - -- _— — a 261 m 103.0 ' . . . Dense and very dense,dark gray,slightly . . . . . . m silty,gravelly SAND and slightly silty,sandy 105 ------------- ----= — ¢ GRAVEL;wet; (Hag) SW-SM/GW-GM. 27I• i CONTINUED NEXT SHEET LEGEND 0 20 40 60 Sample Not Recovered Ground Water Level ATD 0 %Water Content ' I Standard Penetration Test Plastic Limit 1--0-7 Liquid Limit e I[ Thin Wall Sample o Natural Water Content a o Strander Boulevard/SW 27th Street Improvements rNOTES Renton and Tukwila,Washington a 1.The boring was performed using Mud Rotary drilling methods. o; 2.The stratification lines represent the approximate boundaries between soil types,and the transition may be gradual. LOG O F BORING B-107 q 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. 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. -8 ¢ Geotechnical and Environmental Consultants Sheet 2 Of 3 rn Standard Penetration Resistance SOIL DESCRIPTION °� a a � _ (140 lb.weight,30-inch drop) oR 3 ♦ Blows per foot Surface Elevation:24.1 Ft.Datum:NAVD88 CD E: m 0 20 40 60 28 115 ---O 2sI 117.0 Medium dense to dense, gray,trace to - - --- -- slightly fine gravelly,fine sandy SILT 120 - O grading to slightly fine sandy,silty CLAY 30I below about 127 feet;wet; layers of silty, fine sand;scattered organics; (HeC) MUCL. 125 --.. --------0 --- 31 130 --------- ----0.--- ---- 130.5 32I Dense, gray,silty,fine SAND and fine sandy SILT;wet; HaC SM/ML. 133.0 Dense to very dense, gray,trace to slightly _ - silty,sandy GRAVEL;wet;broken rocks 135 --0----- --- ---- 90 33� ' recovered;cobbles potentially present; (Hag)GW-GM. 34= 140 ---0------*- -- --50/4" i 35= 145 —0---` -50/5" ' 36=" 150 --- --- --- 50/5" . i 152.0 BOTTOM OF BORING COMPLETED 7/31/2003 x 155 ---- -- - - - -------�---— 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 - --_-- cc advanced to 152 feet where boring . . ( . . . x was terminated due to very difficult . . . . . . drilling and gravels caving. . . . . . . . . . . . . . . . . . I . . . . . . . . . 3 0 20 40 60 LEGEND Sample Not Recovered S7 Ground Water Level ATD O %Water Content ' I Standard Penetration Test Plastic Limit F---" Liquid Limit 0 II Thin wall Sample Natural Water Content n [=Renton Boulevard/SW 27th Street Improvements w NOTES and Tukwila,Washington r ' a 1.The boring was performed using Mud Rotary drilling methods. rn 2.The stratification lines represent the approximate boundaries between soil types,and the transition may be gradual. LOG OF BORING B-107 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. SHANNON &WILSON, INC. FIG. A►-8 N 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnica!and Environmental Consultants Sheet 3 of 3 a SOIL DESCRIPTION u o E a li Standard Penetration Resistance L E a o o m t (140 lb.weight, 30-inch drop) T o 3: W A Blows per foot Surface Elevation:23.2 Ft.Datum:NAVD88 p a U p 0 20 40 60 Soft, brown to dark brown and gray, slightly clayey to clayey SILT and loose, silty,fineT • SAND; moist to wet; scattered organics and 0 1 1 numerous iron oxide staining; mottling in sample S-1; (HeD) MUSM. 0 2 T • 0 3 1 •. . __1LL Very loose, dark gray, silty,fine SAND, 10.0 - . o aI o 10 - ----- ------ - --- ------- -- 64 trace of cfa ;wet; HaD SM. 12.0 Very soft to soft, dark gray and green-gray, o sI a clayey SILT and silty CLAY;wet;scattered 15 --------- ----------- 64 to numerous organics; (HeD) MUCL. s `, • . o • Medium dense, dark gray,trace to slightly 19.0 20 -- 66 silty,fine to medium SAND;wet;scattered `' 21.3 sI or anics; HaD SP-SM. tr, Very soft,dark brown, silty PEAT and peaty s SILT;wet;partings of silty,fine sand; (HeD 25.0 0 25 - - ---------- -----• and H PT/OL ,oI ' Very loose,dark gray, slightly silty,fine SAND and very soft, slightly fine sandy " ° SILT,interlayered;wet;scattered organics; 30.0 z 30 ----- " - ---- - — 12 ' HaD SM/ML. Medium dense to dense,dark gray, clean to slightly silty,fine to medium SAND;wet; trace of coarse sand; occasional organics; 13I 35 ------`-•--- - ' (HaD) SP-SM. i taI 40 0----. . . Y ' 45 15= . ,.�a i m 48.0 . . . . . . . . i . . . . . . I d Dense,dark gray,trace to slightly silty,fine :. . . . . . . . . . . . to medium SAND;wet; (HaC) SP-SM. 50 ; --• Cr 16 x BOTTOM OF BORING 51.5 I . . . . . . . s COMPLETED 7/31/2003 LEGEND 0 20 40 60 Sample Not Recovered Piezometer Screen and Sand Filter • %Water Content I Standard Penetration Test ® Bentonite-Cement Grout ]I Thin Plastic Limit f—�--� Liquid Limit Wall Sample o ® Bentonite Chips/Pellets Natural Water Content C ® Bentonite Grout N o Ground Water Level in Well Strander Boulevard/SW 27th Street ' Y Ground Water Level in VWP Improvements rw NOTES Renton and Tukwila,Washington 2 t.The boring was performed using Mud Rotary drilling methods. ' rn 2.The stratification lines represent the approximate boundaries between soil types,and the tdiscuionmay be gradual. LOG OF BORING B-108 MWNW � 3.The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 0 4.Groundwater level,it 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 V) 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON 8c WIL$ON, INC. FIG. M-9 Geotechnical and Environmental Consultants - -o U_ Standard Penetration Resistance SOIL DESCRIPTION �` �° 0- Q m = (140 lb.weight, 30-inch drop) n cn o m ♦ Blows per foot 1 Surface Elevation:23.3 Ft. Datum: NAVD88 0 ° U) 0 20 40 60 Medium stiff, brown,clayey SILT; moist to wet; scattered organics; scattered iron r oxide staining; (HeD) ML. ° '_ 5.0 5 _ . .- - ---• r -- - Loose to very loose,brown to dark gray, o zI silty,fine SAND; moist to wet; layers of ffQ • clayey silt and fine sandy silt;scattered o aI r organics;scattered iron oxide staining; 10 - • -- - (HaD) SM. 1 - o a = 12.0 o . Very soft,gray and gray-green,clayey H • r 05I SILT;wet; layers of loose, slightly silty to 15 ---- -- ;----— - silty,fine to medium sand; scattered 6� organics and peat lenses; (HeD) ML. r 18.9 62 Medium stiff, brown and gray, silty PEAT 20 _.-_ _ ___._— -------___-- tzs and clayey SILT;wet;partings of silty,fine r 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 -- -- ~---- - - •-- - scattered organics; (HeD) MUSM. 10� r 27.0 • Medium dense to dense, dark gray, slightly silty,fine to medium SAND;wet;scattered layers of organics, (HaD) SPSM. 12 30 -------- -•- --------- _.-- - 1 I 35 - r t3I r 40 ---• —-------- 14� r x 45 ---- —Q -- ----— ix Very stiff,gray,trace to slightly fine sandy, 46.0 ,SI . . m silt CLAY;wet; HeD CL. 48.0 j . . . . . . . . r d Loose to medium dense,dark gray, slightly s50 ----- •----- ---- ---- silty,fine to medium SAND;wet;scattered 161 layers of organics;scattered layers of i m clayey silt; (HaC) SP-SM. I r � CONTINUED NEXT SHEET 0 20 40 60 LEGEND Sample Not Recovered SL Ground Water Level ATD • %Water Content r I Standard Penetration Test Plastic Limit 1 • Liquid Limit o Thin Wall Sample Natural Water Content Strander Boulevard/SW 27th Street r o 0 Improvements w NOTES 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 m the transition may be gradual. LOG OF BORING B-1 U9 3.The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. r 0 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 21-1-09369 002 0 w5.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 a Geotechnical and Environmental Consultants Sheet 1 of 2 r SOIL DESCRIPTION LL -6 E a -0 U Standard Penetration Resistance C E a a o r (140 lb.weight, 30-inch drop) o m � C A Blows per foot Surface Elevation:23.3 Ft. Datum: NAVD88 n- C/) 0 0 20 4jo 60 n 60 ,BI 65 Dense to very dense,dark gray, clean to 66.0 20� ® • slightly silty,fine to medium SAND,trace of = gravel;wet; scattered organics; scattered 70 shell fragments in sample S-24; (HaC) 21= SP-SM/SP. 75 ---------- - ---- -- Flakes of ash. ` ' 22= 80 --- -------- ---0-- --- — -- 23I Flakes of ash. ; . 24I 85 ;. 90 ----------- f0 --- --- ------ -- �` 2s= 95 --------0--------- ------ -- zsI 63 Very dense,dark gray, gravelly SAND and 970 v. o sandy GRAVEL;wet;trace of silt; :a:• '` - m----- --------- - — numerous shell fragments; Hb SP/GP. 100.5 '' 27S 100 I BOTTOM OF BORING m COMPLETED 8/1/2003 U ---. . . .cc --—--105 . . . . . . . . . m . . . . . . . . . ' . . . . . . . . . . . . . . . . LEGEND 0 20 40 60 • Sample Not Recovered SZ Ground Water Level ATD 0 %Water Content Standard Penetration Test Plastic Limit Liquid Limit jI Thin Wall Sample Natural Water Content N Strander Boulevard/SW 27th Street a Improvements w NOTES Renton and Tukwila, Washington 2 1.The boring was performed using Mud Rotary drilling methods. ai 2.The stratification lines represent the approximate boundaries between soil types,and the transition may be gradual. LOG OF BORING B-1 09 0 3.The discussion in the text of this report is necessary for a proper understanding of the N nature of the subsurface materials. N J4.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. SHANNON &WILSON, INC. FIG. A-10 a Geotechnical and Environmental Consultants Sheet 2 of 2 N -o Standard Penetration Resistance SOIL DESCRIPTION �` -3 E a m (140 lb.weight, 30-inch drop) cn o M A Blows per foot Surface Elevation:23.2 Ft.Datum: NAVD88 0 o- C 0 20 40 60 Very loose to loose,brown,slightly clayey to clayey,fine sandy SILT; moist;scattered organics;scattered iron oxide staining ° 1I between 5 and 6.5 feet below ground 5 --- - --- 0------ - surface (bgs);scattered dark gray fine sand ° zI lenses; (HeD) ML. 8.0 Very loose, dark gray,slightly silty to silty, ° 31 j slightly clayey,fine SAND and fine sandy 10 ------- --------' -------�mNP -_--.- ° 41 N SILT;wet; (HeD) SP-SM/ML. 0 6 15 -- — 16.5 154 Very soft to soft, gray,slightly clayey,fine �-.-- sandy SILT and silty CLAY with layers of slightly silty,fine sand;wet;layers of silty, 20 --- - - ®-- clayey peat between 17.5 and 19 feet bgs; s �' scattered to numerous organics; (HeD) 9 0 MUCL/OL. 24.7 25 - —-- --' ----- -- Medium dense to dense,dark gray, slightly 10 silty,fine to medium SAND,trace of coarse sand and fine gravel;wet;scattered lenses 1tI of slightly clayey silt;scattered to numerous 30 ------ - O---- ------- organics and wood fragments; (HaD) 12� SP-SM. 35 ---- --------- - 13 tI 40a ---- --O — — 43.0 . . . . . Dense,dark gray,slightly silty,fine to w medium SAND,trace of coarse sand;wet; 45 --- ---_-`— --0-`------ 15I scattered to numerous organics and wood fragments; scattered shell fragments j m between 50 and 51.5 feet bgs;(HaC) .. . U ' ¢ SP SM. 1sI 50 --. . . . .51.5 - -------- BOTTOM OF BORING . . . . . . . . . . . . . . . . . . COMPLETED 8/4/2003 . . . . . . . . ' . . . . . . . . . I . . . . . . . 0 20 40 60 LEGEND • Sample Not Recovered = Piezometer Screen and Sand Filter 0 %Water Content I Standard Penetration Test ® Bentonite-Cement Grout Plastic Limit 1 0 I Liquid Limit o IT Thin Wall Sample ® Bentonite Chips/Pellets Natural Water Content ® Bentonite Grout F $� Ground Water Level ATD Strander Boulevard/SW 27th Street ° 1 Ground Water Level in Well c� 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 m the transition may be gradual. LOG OF BORING B-1 10 MW 3.The discussion in the text of this report is necessary for a proper understanding of the N nature of the subsurface materials. C 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 &WILSON, INC. A y 6.USCS designation is based on visual-manual classification and selected lab testing. Geotecnnical and Environmental Consultants FIG. A'11 a r 1 SOIL DESCRIPTION a li Standard Penetration Resistance s E a Z6 t n o (140 lb.weight,30-inch drop) 0. cn o m A Blows per foot Surface Elevation:22.4 Ft. Datum:NAVD88 0 d U) 0 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 I 5 e ^— Loose to very loose,gray, slightly silty to ° 2 - silty,fine SAND and fine sandy,clayey SILT; moist to wet;scattered iron oxide ° 31 staining between 5 and 9 feet below ground g 10 ------------__— -- __-O ------. .-- surface (bgs);scattered organics;(HeD) 0 4 0 SP-SM/SM/ML. 12.0 Loose to medium dense, dark gray,slightly 5I silty,fine SAND;wet; (HaD) SP-SM. 15 • ---- ----- --•-- - -- - - 0 s= 7Z Loose to medium dense, dark gray,slightly 19 5 eI 20 -- ---- -- ---- -- ®- silty to silty,fine SAND;wet;scattered seams and layers of clayey silt;scattered to 9I • numerous organics and wood fragments; 153 approximately 5 ---- - —- - --- --- - to 7lnch-d 25iameter logs 10 between 22.5 and 26.5 feet bgs; trace of coarse sand between 30 and 31.5 feet bgs; 11I (HaD) SP-SM/SM. 30 -- _-- -- ----------- - --Q-- BOTTOM OF BORING 31.5 t2= COMPLETED 8/4/2003 35 —--- - --- -- ---- ------ - - - - r " 40 -- -- ---- —-------- ----_— r w 45 - - ---- ---- — ---- " � I v i - 50 ------ --- - ------:----- cc LEGEND 0 20 40 60 • Sample Not Recovered SL Ground Water Level ATD • %Water Content I Standard Penetration Test Plastic Limit 1-0 Liquid Limit Natural Water Content N o Strander Boulevard/SW 27th Street Improvements NOTES 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 the transition may be gradual. LOG OF BORING B-1 11 0 3.The discussion in the text of this report is necessary for a proper understanding of the �•7 �7 N nature of the subsurface materials. N p 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. Cn 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. A-12 a Geotechnical and Environmental Consultants r u) Standard Penetration Resistance SOIL DESCRIPTION `� -0 a CL � C6 _ (140 lb.weight, 30-inch drop) o ♦ Blows per foot Surface Elevation:23.3 Ft. Datum:NAVD88 0 n 0 20 40 60 Loose,brown, slightly clayey,fine sandy SILT; moist; trace of fine gravel; scattered organics;scattered iron oxide staining; soil description based on soil cuttings; (HeD) 5 - ------ ----- - --- ML. 2I Interbedded, soft, gray,clayey SILT and 0 0 31 SZ very loose,silty,fine SAND; moist to wet; scattered organics;scattered iron oxide 0 41 ° 10 staining; HeD MUSM. 12.0 Very soft to medium stiff, gray,clayey SILT; 0 sI wet; trace of fine sand; scattered to numerous organics and wood fragments; 0 6I layers of silty clay; layers of peat between 82 17.5 and 21.5 feet below ground surface 7I (bgs); grading to clayey,fine sandy silt 20 11� --------------- ------ - - below about 22 feet; (HeD) MUOL s I a, e 24.5 25 — ---®— - Mcdium dense,dark gray, silty,fine SAND; toI wet; scattered lenses of clayey silt; (HaD) 26.5 SM. BOTTOM OF BORING 30 -- ----- ---- — -- -- -- COMPLETED 8/5/2003 35 ----- --- — ---.... -- -- r r40 -- —---— I 45 ------ ------- i 50 cc U ---- - --- I . . . . . . . J ' ' 0 20 40 60 LEGEND • Sample Not Recovered Ground Water Level ATD 0 %Water Content I Standard Penetration Test Plastic Limit i 0—I Liquid Limit 0 Natural Water Content a Strander Boulevard/SW 27th Street Improvements w NOTES Renton and Tukwila,Washington I.- 1 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-112 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 0 4.Groundwater level,if indicated above,is for the date specified and may vary. February 2004 w 5.Refer to KEY for explanation of symbols,codes and definitions. SHANNON &WILSON, INC. 6.USCS designation is based on visual-manual classification and selected lab testing. Geotechnlcal and Environmental Consultants FIG. A-13 a r SOIL DESCRIPTION o E ti Standard Penetration Resistance s E a a o m s (140 lb.weight,30-inch drop) (ai U) o m 0 m Blows per foot Surface Elevation:Approx. 19.0 Ft. Datum: NAVD88 0 d rn p 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, 0 1� gravelly sand between 3.8 and 5 feet; 5 scattered to numerous organics and wood o 2� fragments;scattered iron oxide staining; 7•0 122 HeD ML/CL. o sI t Very soft to medium stiff,gray, clayey SILT; 10 __ _.____ _-.__- ea moist to wet; trace of fine sand; scattered ° a= lenses of clayey peat;scattered to t2.0 numerous organics and wood fragments; 5�' HeD MH/OH. g 15 - -- - -®-- - Very loose to medium dense,dark gray, :;: ° sI o trace to slightly silty,fine SAND;wet; 7� • . . _ . . scattered lenses of clayey silt;scattered 19.5 or anics; HaD SP/SP-SM. sI 20 -- ---- - ------------ Medium dense to dense, dark gray,fine to medium SAND;wet;trace of silt; grades to y� trace of coarse sand with depth; (HaD) SP. 25 _ ----- - ---- -------- --- ------- BOTTOM OF BORING 26.5 .. I oI rCOMPLETED 8/5/2003 30 --- -... ---- --- -- ------- r 35 ----- ----- -- — r 40 -- --- . . . --- 45 ----- - ---- -- —. . --. . . . .- t 50 U --------`" . . . .--- ------' I m - cc j ii . . . . . . . r � I LEGEND 0 20 40 60 • Sample Not Recovered SZ Ground Water Level ATD 0 %Water Content I Standard Penetration Test Plastic Limit 1----0 Liquid Limit o Natural Water Content a ' o Strander Boulevard/SW 27th Street rQ. Improvements W NOTES 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-201 0 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 &WILSON, INC. FIG. A-14 r 1 SOIL DESCRIPTION U_ 6 E a li Standard Penetration Resistance .n a n (140 lb.weight, 30-inch drop) o m 2 � ELA Blows per foot a) CnSurface Elevation:Approx.20.0 Ft. Datum: NAVD88 0 0 20 40 60 Very dense, brown and gray, slightly silty to silty, gravelly SAND; moist to wet-, scattered iron oxide staining; (Hf)SM. 0 1I 90/11" 0 2I Stiff to soft,gray, silty CLAY;wet; 7.0 3h numerous lenses of peat;scattered to numerous organics and wood fragments; 4 10 -- — - — 73 0 51 T15 - --- -- ----—- ----- — -- 72 0 6 1 Medium dense to dense,dark gray, 17.0 J- 7 tracesilty to silty,fine to medium SAND; wet;layers of fine sandy silt; grades to fine 6= 20 ---- -- - ~---- to coarse sand with depth; (HaD) SP/SM. 9� • . . 25 ---- ----- -�--—--- -- ------ 10 BOTTOM OF BORING 26.5 ���LLLLLL COMPLETED 8/5/2003 30 -------- --- ------------ --- --- 35 ---------- -. 40 - - ----------- . . . ° 45 ---------.. -- ---- ---. . — J I Q F U 50 i 0 20 40 60 LEGEND • Sample Not Recovered Ground Water Level ATD • %Water Content I Standard Penetration Test Plastic Limit 1 —0—I Liquid Limit 0 Natural Water Content it a o Strander Boulevard/SW 27th Street c' 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 m 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 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. cn 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. A-15 a Geotechnical and Environmental Consultants SOIL DESCRIPTION U_ a E a, tL Standard Penetration Resistance a °' r (140 lb.weight, 30-inch drop) o �CD A Blows per foot 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. ° 'I Very dense to medium dense, brown-gray, 4.5 5 -- -- O ---- - --- -- -- -- slightly silty, sandy GRAVEL; moist to wet; ° 2 scattered iron oxide staining;petroleum 28.5 3IE odor in sample S-3; Hf GW-GM. Medium stiff to soft, brown-gray,slightly 9.5 ° a= 10 ---- -- -= --------- - --- - 141 clayey to clayey,silty PEAT and slightly e5 clayey,fine sandy SILT; moist to wet; (Hp ° 5I and HeD)PT/ML. 14.5 Q Medium dense,gray, slightly clayey,fine o aI g sandy SILT;wet; scattered organics and o wood fragments; HeD ML. 13.0 0 7I Medium dense to dense, dark gray, slightly 20 - -�-- ----- silty to silty,fine to medium SAND;wet; ° eI scattered lenses of slightly clayey silt; scattered organics; lense approximately 9I' 4-inch-thick of coarse sand and fine gravel 25 ° t°I - ----0- ---- at about 25.9 feet; HaD SP-SM/SM. 26.5 BOTTOM OF BORING COMPLETED 8/6/2003 . . . 30 - - - -- --- ----- { - -_..- -— 35 - -- ---- ----__ -------- 40 ------- --------t - ----- Y45 - ----- ---- ---t -- --- J I . m . V I . 50 - —- --- .----- - --—- -- LEGEND 0 20 40 60 Sample Not Recovered 2 Ground Water Level ATD 0 %Water Content E Environmental Sample Obtained Plastic Limit 1 0 I Liquid Limit o I Standard Penetration Test Natural Water Content a o Strander Boulevard/SW 27th Street Improvements F NOTES 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 o the transition may be gradual. LOG O F BORING B'20.3 0 3.The discussion in the text of this report is necessary for a proper understanding of the N nature of the subsurface materials. N p 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. W A 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON & WILSON INC. FIG. M'1C Geotechnical and Environmental Consultants E SOIL DESCRIPTION 11 a U_ Standard Penetration Resistance a ro (140 lb.weight,30-inch drop) 0 o m A 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. 0 1� 5 - -- - --- ®..-- - --- - --- - 0 21 M 7.0 143 edium stiff,brown,slightly clayey, silty o sI — ---- - PEAT,very soft,clayey,fine sandy SILT and loose,sandy SILT; moist; numerous 10 organics and wood fragments; (HISILT 11.3 ° HeD PT/ML. o s . . . . . . Medium dense,dark gray, 15 slightly to medium SAND;wet; scattered l 0 61 o . . . clayey silt;scattered organics; (H SP-SM. 7_ Medium dense, dark gray,fine sa19.5 20and silty,fine SAND;wet;scattereof slightly clayey silt; numerous or y� HeD MUSM. 24.5 Medium dense, dark gray,slightly silty to to silt fine SAND;wet; HaD SP-SM/SP. 26.5 BOTTOM OF BORING COMPLETED 8/6/2003 1 30 ------------ ------- -- ---------- 35 -- ------- ---- ' 40 -- ------ ----- --------- Y45 ------- -- -- ---------- J a ' 50 ----- — --- --- — s I 0 20 40 60 LEGEND Sample Not Recovered SL Ground Water Level ATD • %Water Content = Standard Penetration Test Plastic Limit i 0 Liquid Limit 0 Ij Thin wall Sample Natural Water Content it oStrander Boulevard/SW 27th Street a Improvements w NOTES Renton and Tukwila,Washington f- a 1.The boring was performed using Mud Rotary drilling methods. 2.The stratification tines represent the approximate boundaries between soil types,and the transition may be gradual. LOG OF BORING B-204 c 3.The discussion in the text of this report is necessary for a proper understanding of the nature of the subsurface materials. 1 °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 &WILSON, INC. FIG. M-17 Geotechnical and Environmental Consultants SOIL DESCRIPTION U_ -6 E -0 ti Standard Penetration Resistance s E a a a m t (140 lb.weight, 30-inch drop) a o ro A Blows per foot Surface Elevation:Approx. 17.0 Ft. Datum: NAVD88 d U) p 0 20 40 60 Loose, brown-gray,silty, gravelly SAND; moist; numerous organics;broken concrete; (Hf) SM. 0 tI 5 106 Soft to medium stiff, brown, slightly silty, 5.5 o z slightly clayey PEAT,trace of sand and silty 3 184 CLAY; moist to wet; (Hp and HeD) ° ° --�- . PT/COOL. 10 - — as Soft,gray,clayey SILT;wet;numerous 10.9 s I--� • organics; (HeD) MUOL. 0 a o 15.3 15 -- ._ ---- ----- -----® - —--- - Loose to dense, dark gray,slightly silty to silty,fine to medium SAND;wet; scattered seams and lenses of clayey silt;scattered e or anics' HaD SP-SM/SM. 19.5 20 - - - ----- r®--- Medium stiff to very soft,gray, slightly fine 9I sandy, slightly clayey to clayey SILT and silty CLAY,trace of fine sand; wet; 10 scattered organics; (HeD) MUCL. ttI 25 -- — ------- ---® Loose to medium dense, gray, silty SAND; 26.5 wet;scattered seams of clayey silt;shell t2I fragments in samples S-12 and S-13; gp -- __ _____® ._ ____._ broken rock at depth of 31.5 feet; (HaD and 13I Hb SM. 31.5 BOTTOM OF BORING COMPLETED 8/6/2003 35 -- --- -- - - ------- ' 40 ------ - --- — 0 45 — --1--- - - -----— to 50 cc U i x J LEGEND 0 20 40 60 • Sample Not Recovered 2 Ground Water Level ATD • %Water Content I Standard Penetration Test Plastic Limit i 0 Liquid Limit jI Thin Wall Sample o Natural Water Content m_ a o Strander Boulevard/SW 27th Street 0 a Improvements w NOTES Renton and Tukwila,Washington a 1.The boring was performed using Mud Rotary drilling methods. 6 2.The stratification lines represent the approximate boundaries between soil types,and m the transition may be gradual. LOG OF BORING B-205 3.The discussion in the text of this report is necessary for a proper understanding of the N nature of the subsurface materials. N 0 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. 6.USCS designation is based on visual-manual classification and selected lab testing. SHANNON &WILSON, INC. FIG. :A:-:18 a Geotechnical and Environmental Consultants E i RITTENNOUSE-ZEAY,1-,1&ASSOC., INC. BORING NUM.(rA B-1 W.O. M-5263 LEGeofechitical/ I lydrogeo logical CotrsNllaHls PROJECT NAME Tukwila .lark in the Box - ul � a~i i o STANDARD PENETRATION RESISTANCE SOIL DESCRIPTION 2.. 7 z ¢ BLOWS PER FOOT a m 2 p (140 lb.hammer,30 Inch drop) a S 0) � ; 0 10 20 30 40 50 80 70 80 80 100 Ground Surface Elevatlon Approximately Feet niiiiiiiiiiiiiiiiii-OIN 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 1 of fine sand to sandy at 5.5-6 feet, 8-8.5 feet. - - — I _ 5. - 10 I ATD L - -i - - - Interbedded T - ' Very loose, saturated, gray, silty fine SAND and 7- soft, gray fine sandy SILT; intermixed fibrous organics noted from 15-19 feet, and from 22.5-24 15 feet. 20 25 _.._. I _ - 30 - - -- I g 35 I o I N Medium dense to dense, saturated, dark gray fine — -- --- - ' o to coarse SAND I Z m (continued) f o i 40 o, SAMPLING GROUND WATER SEAL LABORATORY TESTS 1 2'00 SPLIT SPOON SAMPLE 0 %WATER CONTENT rri h 3'00 SHELBY SAMPLE DATE Np NON PLASTIC 9' 2.5'ID RING SAMPLE WATER LEVEL LIQUID LIMIT m l? FK SAMPLE AT TIME OF DRILLING arp OBSERVATION TIP L_NATURAL WATER CONTENT N #� .-MPLE NOT RECOVERED c) ZPLASTIC LIMIT ON Cn Cq Strander Boulevard/SW 27th Street 14 14 Improvements 4 Renton and Tukwila, Washington con LOG OF BORING B-301 February 2004 21-1-09369-002 a SHANNON&WILSON, INC. I FIG. - m Gectachnical and Environmental Consultants Sheet 1 of 2 A RITTENHOUSE-2EMAN&ASSOC., INC. BORING NUMBER B-1 (continued) W O W-5263 Ceotechnical/Hydrogeological Consultants PROJECT NAME Tukwila Jack in the Box 1 Z o STANDARD PENETRATION RESISTANCE SOIL DESCRIPTION cc A BLOWS PER FOOT 0 m O (140 lb. hammer,30 Inch drop) Ground Surface Elevatlon Approxlmatety Feet -C O ; 0 10 20 30 40 50 60 70 80 90 100 40 Medium dense to dense, saturated, dark gray, fine to coarse SANG —" '— -'- - --- - - Total Depth 44 feet 45 Completed 22 June 1907 SO 55 60 65 —— — — -- a 70 v 75 N i o, 80 SAMPLING GROUND WATER LABORATORY TESTS I 7 OD SPLIT SPOON SAMPLE SEAL c 11 T OD SHELBY SAMPLE • %WATER CONTENT m 25'ID RING SAMPLE DATE NP NON PLASTIC WATER LEVEL 0 B BULK SAMPLE AT TIME OF DRILLING o OBSERVATION � '—LIQUID LIMIT WELL TIP ~—NATURAL WATER 9 * SAMPLE NOT RECOVERED CONTENT m 9 PLASTIC LIMIT Q Strander Boulevard / SW 27th Street N 4 Improvements m Renton and Tukwila, Washington 0 LOG OF BORING B-301 o February 2004 21-1-09369-002 m SHANNON&WILSON, INC. FIG. A-19 L Geotechnlcal and Environmental Consultants Sheet 2 Of 2 TFST DATA BORING 16 • u ■ ! 7 j +r ! F at■ -'^ t a' -' DESCR=ON .0 l�C^ 71C�11 o7 E Group 23 • ao\ L•a -+0 • Symbol Surface Bcvatlon(ft-): 41-54 J T11 v C0.. mU Of / served r-d sac sandy silt and stlry fmc sand.nth too Ls (soft, tl SM loose,Moist) MD 33 73 3 r 5 ML Gray silt-ith fine sand(.-cry soft to soft,w•et) 5 2 10 V t t I- IS 1� to L ML Gray silt with lenses of peat(soft,ver) 2 MD 64 61 3 t- a 0 20 ZC 4 Gndez to with lenses of fine sand 25 25 SP Black fine to medium sand(medium dense,wet) 29 30 30 a o MD 24 101 31 Q 35 35 0 L a N C N O m 40 440 c Note:Sec Figure A-2 for csplanation of symbols v N m {t• Log of Boring Geo R�::Engineers Figure A-34 4 Strander Boulevard /SW 27th Street Improvements Renton and Tukwila, Washington co LOG OF BORING B-302 February 2004 21-1-09369-002 SHANNON &WILSON, INC. FIG. A-20 Geotechnical and Environmental Consultants Sheet 1 of 2 TFST DATA BORING 16 (Continued) Aii -4— t+J DESCRIMON D c ��O - b 0 3 7 I S ol UG OA mU „ 40 J L a 14 0 45 4 SP— Gray fine sand witb gilt and a trace of organic matter(medium 12 SM dcnu,wet) 50 5( MD 23 101 20 . 55 SS tL w w LL H12 ® Grades to sand with shell fragments E- O 60 ML/ Gray fine sandy silt to silty fine rand(medium stiff,Iona•wet) 60 SM 6 � 65 SM Gray silty fine sand(medium dense.wet) 6$ 22 70 SP— Gray fnc sand with silt(dense,wet) 70 U SM Q to p ]9 � Boring completed at 733 feet on 12/6/90 Q Ground water encountered at appro)omatcly 6 feet during drilling 7$ $ 75 ' o tV N O m N 80 tz 80 Note:See Figure A-2 for explanation of symbols to 0 Log of Boring q Geo �E11gineers Figure A-35 CD c! � Strander Boulevard/SW 27th Street 4 Improvements Renton and Tukwila, Washington 0 LOG OF BORING B-302 o February 2004 21-1-09369-002 = SHANNON &WILSON, INC. FIG. A-20 m Geotechnkal and Environmental Consultants Sheet 2 of 2 LL BORING No. _ B _ Lo9ged By STL -5"- E L Ev. Dateus (N) Graph CS Soil Description Sample Blows N Ft. I: 1/2" sod s - Tan gravelly silt} SAND with scattered = 38 9 { sm cobbles, dry 5 b 18 Hoist below 1', gray below 2.5' = qu�l.Otsf • ,' Brownish-gray organic SILT, moist, = 3 85 LL-68 .0h medium stiff 10 PUS}i 48 PI- 6 123 Interbedded with peat III to 14' PUSH 252 l 15 42 r. . Y = 16 29 ml- Interbedded gray clayey SILT and black 20 sm silty SAND, wet, medium dense 3 = 16 28 25 I Gray SILT, non-plastic, dense, wet, = 5 34 3' layer clayey SILT @ 28.5' 30 - = 12 23 JL� Grayish-black silty fine to medium 35 t SAND, wet, medium dense 17 24 ff t With shell fragints below 37,5' 40 y C 21 21 Boring terminated at 44 feet below existing grade. Groundwater encountered at 17 feet during drilling. Boring backfilled with cuttings. U En L 0 CN o N V N O $_,, . Y—V MW W I—♦ P"h d►,N'0 y..-L MrMa--a r.ep....w T tir.....,nw..�.,wr..w..-. w.....,..�....+.wra W.W+raw.+r e...,..0 O_P' + w...r 3 BORING LOG PROPOSED WAREHOUSE o RMCMN, WASHINGTON m `I GCOTECNNICAL ENGINEERING• GEOLOGY Prof.No. 3453 Date July'87 Plate 5 Q Strander Boulevard / SW 27th Street CN Improvements CD Renton and Tukwila, Washington 0 LOG OF BORING B-303 February 2004 21-1-09369-002 0 = SHANNON &WILSON, INC. FIG A-21 m Geote&nical and Env mnmental Consultants . LLL BORING NO. �_ Logged By Cam• Date 7-7-87 ELEV. -5 • ' (N) Graph � Soil Description DepthSamG>. Slows {X) Ft- 1/2" topsoil SW- Gray gravelly SAND with scattered = 48 7 SM cobbles, moist, dense (fill) 5 = 26 lA PUSH 225 ml Brownish-gray clayey SILT with scattered 20 PUSH 115 LL-46 organic matter, moist, soft IE � PUSH 54 PIR 8 Gray sandy SILT, wet, loose 15 T 23 3S 24 EFFR sm Black,fins SAX14 wet, taedi*= ►2e"a 20 Z- "Cia`y1s-h�'rBZ Cg`ray interlayered claye, = 8 53 qu-0.25tsf SILT_ organic silt t sand, wet, very soft 2,5 Brack fine. to medium SAND, wet, medium am 20 28dense 30 3 24 sm_ Gray clyV SAND1 wet, very soft, with -- - — -- scattered gravel 35 Gray silty SAND with shell fragments, 14 21 sm wet, medi= dense 40 .1 �? 16 22 Boring terminated at 44 feet below existing grade. Groundwater encountered at 9.5 feet during drilling. I" PVC standpipe- installed to bottom of boring. Lower 10 feet slotted. Boring backfilled with cuttings. a Water level on 7-9-87 was 6.8 feet. • Vertical �Iatu= unknowi. Elevations detrrmjned with respect to a L temporary bench mask, the top of the n.,rth side of Southwest 27th < Street, at an assumed elevation, e` .0 feet. o N 7 N O - m.MR�R�t�.•4rrf N RW.�.,R M}.�•n!graMw M•V ART�M1.��•N�+'^'�ra tiP'••H M►RY.M M-W re-M R r.r'►'w'."'R Rti.. P-6•11 Mr BORING LOG o PROPOSED WARJMOUSE ] h RE*tTON, f1ASHIHGTON o Consultarrts In4- 9 GLOTLCHNICAL CMQ1MZXW1MG t GZOLOGY P ,NO. 3453 Da•UU JUly'87 Plate 4 �'J Q SN Strander Boulevard/SW 27th Street 4 Improvements M Renton and Tukwila, Washington 0 LOG OF BORING B-304 o February 2004 21-1-09369-002 SHANNON &WILSON, INc. FIG. A-22 _ Geotechnical and Ermnonmental Consultants Test Pit Log Project Name: Sheet of S.W.2TTH Street Warehouse I 1 .lob No. Logged by. Date: Test Pit No.: 3453-4 DSL 8/3 94 TP-1 1 txcavatlon Contactor: Ground Surface Elevation: Evans Brothers Construction f Notes: o L N o Surface Conditions: Grass %) raa D1 N t} a � 7r L rr) N (n SM F1W &own silly fine to coarse SAND with gravel,medium dense,moist 1 SP-SM FILL, Brown poorly graded medium to coarse SAND with silt and gravel,medium dense 2 4.4 3 4 Fill.• Gray poorly graded medium to coarse SAND with silt 15.fi 5 6 -slight caving 7 -very minor seepage 8 — — PEAT Dark brown fibrous PEAT interbedded with organic silt,soft to medium stiff,wet to saturated 91.1L4 u 9 10 11 ML Gray SILT,soft to medium stiff,saturated 46.E 12 13 ' 14 Test pit terminated at 14 feel below existing grade. Very minor groundwater seepage U encountered at 8 feet during excavation. Q o Q 9 o N C N C) Q O U m � o, Test Pit Log Earth Consultants Inc. S.W.27TH Street Warehouse Renton,Washington Prof.No. 3453� own. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A2 o Subsurface conditions deoiCed represent our observations at the time and location of this exploratory hole,modified by engineering tests, 4 analysis and Judgment they are not necessarfty representative of other times and locations.We cannot accept responsibility for the use or cc Interpretation by others of InlormaUon presented an thb log. cn Strander Boulevard /SW 27th Street Improvements Renton and Tukwila, Washington a LOG OF TEST PIT TP-301 February 2004 21-1-09369-002 0 SHANNON&WILSON, INC. FIG. A-23 ' m Geotachnical and Environmental Consultants li Test Pit Log Project Name: Sheet of S.W.2TTH Street Warehouse 1 1 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: U W 2 O + rn Surface Conditions: Grass (%) mT v� jT N N tn SM FILL- Brown silty SAND with gravel,medium dense,damp t SPSM FILL- Brown poorly graded SAND with silt and gravel,medium dense,damp 3.9 2 3 4 -becomes wet S FlL: Gray poorly graded SAND with silt 10.1 6 7 8 45.8 = — PEAT * inor seepage 9 &own fibrous/woody PEAT interbedded with organic silt,very soft to soft.saturated Pb A 102.3 L Jv, 10 11 MH Gray elastic SILT,soft to medium stiff,saturated 43.3 qu=1.2S-1.5tsf 12 48.5 13 qu<.Stsf 14 Test pit terminated at 14 lest below existing grade.Minor groundwater seepage U encountered at 8.5feet during excavation. o 0 N 7 N O a D a 76 -1 � mCM Test Pit Log Earth Consultants Inc. S.W.27fH Street Warehouse a Renton,Washington F Prof.No. 3453-4 Dom. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A14 o Subsurface conditions depicted represent our observations at the time and location of this exploratory hole,modified by engineering tests, q anatysls and judgment. They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or 0) Intsrprstation by others of Information presented on this log. 4 Strander Boulevard /SW 27th Street 4 Improvements Renton and Tukwila, Washinaton 0 LOG OF TEST PIT TP-302 o February 2004 21-1-09369-002 m SHANNON &WILSON, INC. FIG. A-24 Geotechnical and Environmental Consultants iLL 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-2 Excavation Contactor. Ground Surface Elevation: Evans Brothers Construction f Notes: U— _ _ p L rn o Surface Conditions: Grass 1%) A a a u- ro t a t (A En to SP-SM FILL:&own poorly graded medium to coarse SAND with silt and gravel,medium dense, moist 1 4.7 2 3 4 13.6 5 6 7 -- minor seepage 8 PEAT Dark brown fibrous PEAT Interbedded with organic silt,soft to medium 108.2 L `'—'' ` stiff,wet to saturated U l`'' 10 11 12- ML Gray SILT,soft to medium stiff,saturated 51.2 13 ' 14 U Q 15 °? Teri pit terminated at 15 feet below existing grade. Minor groundwater seepage `o encountered at 7.5 feet during excavation. Q o N 7 (V 04 O tT _m 0 � a W Test Pit Log Earth Consultants Inc. S.W.27TH Street Warehouse Renton,Washington (L Prot.No. 3453-4 1 Dwn. GLS Date Aug'94 Checked DSL Date 8/17/94 Plate A3 o Subsurface conditions depicted represent our obseryalions at the time and location of this exploratory hole,modified by engineering tests, 4 analysis and judgment They are not necessarily representative of other times and locations.We cannot accept responsibility for the use or MInterpretation by others of Information presented on this log. 4 Strander Boulevard /SW 27th Street ' 4 Improvements Renton and Tukwila, Washington Cn LOG OF TEST PIT TP-303 ' February 2004 21-1-09369-002 0 SHA�NNcaON 8`viWmeSOCoons'NCts FIG. A-25 ' 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 N w QW U_ a:m .... J Z vl W ... _ u a ¢L F N f- Standard Penetration Resistance _ v z 5 w 3 (140 lb.weight,30'drop) c N w w w m ♦ Blows per foot ` = O tt Z = m o_ o ; w O 1- 2 2 Z o 2 O a o in ¢ ¢ DESCRIPTION rr1 of a 7 0 o t 0 10 20 30 40 50 a 0 SM Loose to medium dense,dark yellowish brown, 0 slightly gravelly,silty SAND,moist. Fine to coarse sand. Fine to coarse subrounded gravel.Trace organics,grass,roots. S•1 7-7-7 ' A (FILL) - - S-2 3.4-5 OH Medium stiff,very dark brown,ORGANIC SILT, 10 / moist. Contains organics,peat,reeds,leaves. ............ ............_ _ - 10 ... 10 S-3 1-2.3 ♦ ` a> j/ E i 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. 20 ......:......;......i...... ............ ......i - 20 ' (ALLUVIUM) ML Soft to stiff,very dark grayish brown,very S-5 5-2.9 GS sandy SILT,moist to wet. Fine to medium sand. 25 - - 25 Ai At 27.5 feet grades to very stiff SILT with S-6 5-11-13 trace of fine sand. Contains trace fibrous ' organics matter. E `30 - -......... -........... 0 U N At 32.5 feet grades to dark gray,sandy SILT, S-7 2-2-1 ♦'• ° wet. Fine sand.Trace shells in sampler tip. ' N SM Medium dense io dense dark gray,silty SAND, S-6 2.6 10 GS N wet. Fine to medium sand. Trace organics, ; ? N wood fragments1i . 0 m 40 0 20 40 60 BO 100 40 m � Water Content(%) Plastic Limit I—-0— I Liquid Limit °f Natural Water Content NOTE:.This log of subsurface conditions applies only at the specified location and on the date indicated 'a and therefore may not necessarily be indicative of other times and/or locations, ' m IT1� BORING: BH-2 "�1 SW 27th Street Culvert Replacement `n FMGEOSCIENCES INC Renton, Washington PAGE: 1 of 2 4 !-,I Strander Boulevard/SW 27th Street q Improvements ' Renton and Tukwila, Washington 0 LOG OF BORING B-305 ' 20 February 2004 21-1-09369-002 m SHANNON&WILSON, INC. I FIG. A-26 Geotechnical and Environmental Consultants Sheet 1 of 2 FDRILLINGNY: Holocene LOCATION: See Figure 2 D: HSA,split spoon sampler DATE COMPLETED: 4/27/98 TION: 20= Feet LOGGED BY: MB w 2 Q t to FGo z w- Standard Penetration Resistance rZ in w 3 (140 lb.weight,30-drop) m hto w ,N ro H o ♦ Blows per foot r m g o. a cc; w o f- zo = O d o r}it ¢ DESCRIPTION < < a� O cc 0 0 10 20 30 40 50 40 40 SP Medium dense to very dense,dark gray,fine to S-9 13.14-14 coarse SAND,wet. Some shell fragments. 45 ...... ............ ....-..............E- - - 45 5-10 12.12.16 50 ......_............ ............ ............_ - 50 S-11 15-23-29 .• 55 _......`...... ............ ......`: - 55 �S-12 9.15-20 60 End of borehole at 59.0 feet. ' - 0 Groundwater seepage encountered at 17.5 feet .:...... ...... 6 at time of boring. 65 - - 65 s VQ gN N N ; O ti 80 BO 0 20 40 60 8o 100 Water Content M Plastic Limit 1--0 —I Liquid Limit o, 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. on to 4 `� SW 27th Street Culvert Replacement BORING: BH-2 `° HWAGEOSCIENCE$INC Renton, Washington PAGE: 2 or 2 4 Strander Boulevard /SW 27th Street 4 Improvements CID Renton and Tukwila, Washington CD LOG OF BORING B-305 ca February 2004 21-1-09369-002 SHANNON &WILSON, INC. I FIG. A-26 ' m Geotechnical and Environmental Consultants Sheet 2 of 2 LL ' F G COMPANY: Holocene LOCATION: See Figure 2 G METHOD: HSA,split spoon sampler DATE COMPLETED: 4/27198 E ELEVATION: 21 t Feet LOGGED BY: MB rA ¢ h Ww U_ cc Q ✓ v wa Z¢t F FWon Standard Penetration Resistance w Z rn c w 3 (140 lb.weight,30'drop) m 0 w w in m F' ♦ Blows per foot ` S m Lu a s ¢ ; w F inZ o � F.. 2 O d p rrn Q DESCRIPTION in Cn a d O 0 0 10 20 30 40 50 0 7'asphalt concrete. 0 SM Medium dense to very dense,dark yellowish brown,slightly gravelly,silty SAND,moist. Fine to coarse sand.Fine to coarse,angular to S-1 16-28-28 ' subrounded gravel. ' - - 5 (FILL) ......_.... ......?..... . ..[ 5 Dark brown silt containing organic matter in the sampler tip. S-2 13.17.E ; OH Soft,very dark borwn,ORGANIC SILT,moist. 10 j Contains organics,wood,leaves,reeds. """'"`"""'""'""'""" """- 10 i/ S-3 1.1-2 i/ 15 /%/ ............ ............- - - 15 YZ i / _ SM Loose to medium dense,dark grayish brown to 5 4 2.7.10 very dark brown,silty SAND,wet.Fine to medium sand. 20 : ...... ..... ............._............ .... 0 ' (ALLUVIUM) i i S•5 2-5.5 25 ............_...... ............ 2 ML Very stiff,dark gray,sandy SILT,wet Fine S-6 7.14-14 %F ♦`• sand. 30 ... .._......€.....- 3 Q _ _ _ _ c SM Loose to dense,very dark gray,silty SAND, P S-7 4-4-3 %F L wet. Fine to coarse sand. Contains silty - - - - :. layers. E i ¢ 35 ......:.............:........... ..... _....`....... 35 o N • S-8 3-8.10 N m 0 20 40 60 80 100 a7 1 p Water Content I%1 Plastic Limit I`—0 Liquid Limit o, 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. ' ED o 4 [rollSW 27th Street Culvert Replacement BORING: BH-1 to Renton Washington PAGE: 1 of 2 im HWAGEoSaENCES INC 4 ' Strander Boulevard/SW 27th Street q Improvements m Renton and Tukwila, Washington 0 LOG OF BORING B-306 ' o February 2004 21-1-09369-002 m SHANNON &WILSON, INC. FIG. A-27 Geotechnical and Environmental Consultants Sheet 1 of 2 w LOCATION: See Figure 2 DRILLING COMPANY: Holocene DATE COMPLETED: 4/27/98 DRILLING METHOD: HSA,split spoon sampler LOGGED BY: MB SURFACE ELEVATION: 21 t Feet U7 w rn w U- _ U Lu 0- ¢t � Standard Penetration Resistance J y 7 h W - (140 lb.weight,30"drop) w ~ Z rn F o ♦ Blows per foot w w w� l•- CO NN 6. d cc W 7 1- Q. ` o f~ Q Q W 0 W o y a s DESCRIPTION to in a 0 10 20 30 40 50 0 40 40 SP Medium dense to dense,dark gray,fine to medium SAND. ib ': [ A' 5.9 11-11-13 GS Encountered some shells. """-"" •..........- ' 45 ...... 45— iA i �5-10 8-11-11 f - 5 50 �5.11 10-18.20 ......i................... ....._...._•......._ 55 55 �5-12 6.7-5 .dk ............ ........... ............_ _ O ' 60 End of borehole at 59.0 feet. Groundwater seepage observed at 17.5 feet at time of boring. i............ r _ 5 65 ......i...... 6 ...... ' 70 - - 70 Q 0 ...... ............ ......'......` - - 75 Q 75 N N 0 80 0 20 40 60 80 100 80 m Water Content M m Plastic Limit Liquid Limit Natural Water Content a � NOTE: This log of subsurface conditions applies only at the specified location and on the date indicated y end therefore may not necessarily ha indicative of other times endlor locations. m BORING: BH-1 g ; SW 27th Street Culvert Replacement 4 Renton, Washington PAGE: 2 of 2 HWAGEOSCENCES INC _ 4 Strander Boulevard/ SW 27th Street o Improvements 4 Renton and Tukwila, Washington cn LOG OF BORING B-306 February 2004 21-1-09369-002 0 SHANNON &WILSON, INC. FIG. A- 7 o Geotechnical and Environmental Consultants Sheet 2 of 2 iL LAI-15 SAMPLE DATA SOIL PROFILE GROUNDWATER g c Driling MetAvd:- Hollow-a Auger �r Ground Elevation(A) b s Drilled By r-.,..de OriUing Inc. � cy 5 $p/ LIBM Drown,floe to M"Wn SMO WA SII Iraot i!t(foosrr.wey(/lo 060r.no eheea) 2 . ATD C 6 y ML Bram,i nk•,SIFT WVn"ni=(mom 25 10 - fnottQ ' 1 L17 0 < r ' lorirtq Complytad otr2AA7 — 1z ToW Depth d 9ai q+11,5 fL N K N N — O _1♦ io - 0 5 NeteC 1. Siradpnphic mnluv am Wfe+d an rK{d kiMrpnLtlons anC ert pprgrinele, Rpart ie rweuary tw a peer vrd�xtandrq a iu�surtace mr>dTiorta, ui �. Rae.b"Se1 emcs7ncatlon lyeTnn sod Koy'flyve for a=alr+�Ua,of pr.drie�+6d srmn6t. cz o ConocoTertnal Renton Fgum 4 Le Log of Boring LAI-15 !�^�� M ASSC)CLAJI5 Raritan,VVa ingtcn A 4 Strander Boulevard/SW 27th Street N 4 Improvements m Renton and Tukwila, Washington 0 LOG OF BORING B-307 o February 2004 21-1-09369-002 m SHANNON &WILSON, INC. FIG. A-28 Geotechnical and Environmental Consultants M-12 SAMPLE DATA SGIL PROFILI= GROUNDWATER a 06UL g Method. Hollow.stem Augrr E Around ElevatSan(tt)-Vj � 'a $He o U Dated.By: Canada Oriitinq Inc. w vte in 55 E Gray,soy,fine W medum SANQ*0 Graft inwIltm denw.wcp(rm odor.no Oa") r �Z ATO t at a5 0 6 a Ml. �rwrR$!lT wa0�trxa rand{fld oryanici---- - - o tG (wR n+otct) 2 at 4 C U o 12 9prfrp Cpr}rpleMi OtlZ1N01 o N 7 N N O 14 m see p 4 ^� Naaar. 1. titr>sVV*-Cantata are hosed on"d hurp"aftm and aN ipQr��_ 3 � 2. Relerenw Ia tl+•tea!d*ft I'ayen Y r4c*"m1'far a 7roCc+tetdeest�y d substafana - y 7. Rlw M'So4 CUMMAC36M*Jat[tn AM KW ft"[ar■OM46eo Of t Ina SYMDM• ' m ConocoPhilfips-Renton Figure N Terminal Log of Boring LAi-i2 A_1 A CIATES Renton,Washington 4 Strander Boulevard /SW 27th Street 04 Improvements ' Renton and Tukwila, Washington co LOG OF BORING B-308 ' February 2004 21-1-09369-002 0 m SHAANNNON &WILSOCNo, INC- FIG. A-29 LAI-11 SAMPLE DATA SOIL PROFILE GROUNDWATER -o x 7S DrMinq Med d.- HoMow,stefn Auger DN.oil Ground Elevation(R)* CL $� !� Q � OrftFsd By: Cat:pde Ofilfln9 Ine. o ❑ N C. 7 0 6N Gray.sM,nne to msawm SAN a with Vevel t .° ' (meQWm dsnae,R1)(np ohar,fq eht:tT) Prolodrre vrs7 r . nronvmsM ud mndrsl+aaW sardanke ctwpa 1-L�dt dem.Nr, . SChodule 40,PVC wca ATO a - 1 V 13 0 - 10/20 Sand Pads 6 aancn dm+�.td. $d+edtAe 10,PVC Krown(0.010-Inch trot aw) g ML SLIT riinlrxs andind nfn r a 7o W1,tealsl) Threaded End-clap g ? at a o Q ' t d 12 Ba:np Cefnpl.bd ofrzsm g Total D*M of 80dn0.11.5 f1 Q o 0 N V N (V O 11 co m 0 Wow. 1. 8V al:praphic eentacta in I>•asd en tSdd 4ite+pf.tattens and are 9aWo4m9tr. 2, Ad«mw w ms=or"nycn;&nwswy hr a jw"undersUndinp d zLkaafaa°awWabns. y $3K 9. Rof—b'Sd C*401-adon Sy""and Kxl'tb+e for ex;4n,lfon of Dt►Pl4-a"*Ymbak. co 03 ConomPhIlVs-Renton Ff9ure N Terminal Log of LAI-11 _ S Ranton,V'kaahirtgtwt A 7 Msoclka ID Strander Boulevard/SW 27th Street 4 Improvements cc Renton and Tukwila, Washington 0 LOG OF BORING B-309 o February 2004 21-1-09369-002 m SHANNON $WILSON, INC. FIG. A-30 Geotechnical and Environmental Consultants LT LAi-10 ' SAMPLE DATA SOIL PROFILE GROUNDWATER Ea DMWTjq Method- Ho&y*-stan Auger _ DOW Ground EIsvzUgn(A)' J 8 p p u Drilled ey_ o Casds C)(U22 Inc a g — SM Grap•-%,rn+to"o "SAXD w (rnadlum darts&WVQ(f10 04101, w sheen) Prutective w+A • rj rrm^umard and ooncrfla seal Bentanit+dt:pa 4-inch dwn+ta, Sdfedula 40.IVC-d casing x 4 ATU 1 +/ 24 0 �—1CM 33nd Pam 6 4-i,ch e4metsr- Seh+i,Ae t0,PVC S-oon(0.010-ino slot Size) e ML ��SIl1 wpl 4ac.s,arw ua oe4anin (Sam,M%0661 Tn,.aead EM—P 10 g x al • 0 U Q U ' p 1io14f>A C+mpl+lad D1r19/D7 12 10 M Depth of 9-1" 11.5 ft Q ' o N � N t< N Y m 9 ^' NOIai 1. S>M'a1lgfzplld O+nt+CK ate,baiW On fWa fn4epeta00ro and and avpr*+drfew R+f s x. C+ntt to tfi+M7d Of thn raRolt ii nsa�ry Mr+�lepr la7dMflMd^g d cu�curivo cond llWna av S. polar to"Son GiwfiaaNan syatwn ana KW%Vp far esplwNan Of m+ahka ad W401. 0 ConocvPhMips-Renton Figure co N ICU Terminal Logof LAI-10 A-1 6 m ASSOCIATES Renton,Washington CO 4 Strander Boulevard /SW 27th Street Improvements Renton. and Tukwila, Washington 0 LOG OF BORING B-310 ' February 2004 21-1-09369-002 0 SHANNicaON &�WmeStaICCNons�N C. FIG. A-31 Geotechnl andLL LAI.1 SAMPLE DATA SOIL PROFILE GROUNDWATER $ � S p�yno Aitath� Hoio�clem Auger Oelad E _ Ground Elevation(tU- B Grjkd I cascade Ori!ling inc b 4 e r4 a rn a, t7 � ' SM _ Prothxtive 1rd1 iV rnotnhmeM>+M! t�naek sail ' 2 arnlon3e t7lps �-4tdh drn>a-r, L'ght bmwn,14"re Msd, m SAND—1Rh sit CaLrog 40,Ht:rrd and pravdl(loose•moisq(no 0Ccr•no uaip sfheeN 1 e2 1i 10 4 2 22 M ' 6 P Gray,4M to ntd-hm SANO with pr1Nd (fie W ffWxr m dense.wwo'�Vt7 alghl 2(12 Sand Pack pa:urin&-f*A odor,no sheen) ATO 4-inch dlarneter, . Sehedale 40.PVC _ careen(0.01QixA siot e L12 a u L>sthl bm+rt hoots(etA.moa no Th—aded end cap 0 odor.no stern) . 10 ' BorinO Compk1od 0110343 Q Total O.^of owkq-10.5 R- N O 12 Q g N 7 N 04 O ® 14 m � l7 ' c _ Not= 1. S?oepr.ohk emNacb an Eased on ft-k Mhrpreftbam and are approdl,&m 2. Refennoe to the lad of lfus repast In neccsa %. r s proper h+hdvstondiny dt whsurfaaa ocn V'r', S. Refer to'sos rnsif vRd n 3ysleen after KW 69—Ier 4*1-haE0n of gw*ms and-yr-bc& ch Vh c ' m° CorlocoPhillips-Renton F19ure 4 UyJ Terminal Log Of LAl-1 Al-7 0) 1A Assocmm Renton,ftshington 10 Strander Boulevard /SW 27th Street 4 Improvements ' Renton and Tukwila, Washington co LOG OF BORING B-311 o February 2004 21-1-09369-002 mSHANNON &WILSON, INC. FIG. A-32 _ Geolechnical and Environmental Consultants LL LAI-2 ' SAMPLE DATA SOIL PROFILE GROUNDWATER � • � � DrAflttq Method' Hobatwcttm Au�ar! Datnll $ Ground Elevation 0). v z Is a 'U DrM■d sy:_Cascade DIM"Inc- D — SPI SM —Prolcctire wa Tonu.n and mnce1e.eel Z Sento di d'qs 1-indl d4mekr, SGl11dUt■ad,PVC well Light brown fam bo medium SAND will%■h taefn0 a++e 9r■.14 Qoor■,nleiaQ(n■odor,no e7teen) t 82 11 n•e --e � 2 ■2 05 IJ 1 SP Gr+Y Rne to rr■roe SAND with Dry _ _ 3.1 52 ]0 D.n (medum don"b row!dens.w-t)(Ao 2IT1 Sand Paco Door,no Sheen) ATO &;wen diameter, sdwmak/0.PVC soreen 10.010-inch>au1 a &Ro) s 22 5W 0 _i o UM M.SILT wig+roots MM 30.TM 0(no Thr■aD■e&no op �W 5 V 2e D odor.no&hewn) i 10 g Swing Complatsd 04oV03 . TuLy D.Ftb of aerlrp v 1a.6 it Q .. to a 1x aa v C o E o ei N 7 N SS N 6 14 O :1 m R g A Nctca l StnGOrapll c tPnvc2 we Desad on fifd trdatpntalone■1d an appratirr+ata. 32. Rewru+10 InDrat of Mk�t Ot"eater ry for a pepor�tldsrsWw"'1Q d eub■�stsa mrdiConi v R 1 Raw b"Sa11 C12td cat)on Spebm and KW Taus la ftwWa00n d Wwph;n and rl,eibots. m $ ConoCoPhilhpz-Renton Figure N Terminal Log of LAI-2 A,-$ q LANDAU Renton,Mshingtan am ASSOCIATPS co Strander Boulevard / SW 27th Street g Improvements 4 Renton and Tukwila, Washington 0 LOG OF BORING B-312 February 2004 21-1-09369-002 0 SHANNON &WILSON, INC. FIG. A-33 m Geotechnical and Environmental Consultants ll 1 LA,-3 SAMPLE DATA SOIL PROFILE GROUNDWATER a DrUaM Method Hol)ort-!item Autter Doti i Ground Elmtion(ft)- a' Drined By: Caa225e 1)215 g Inc. W n 0 sN - sAd PrafK}fv!wNi / • ♦ mor,mtaN and COrAC a eaal - = nWonie�3vgs dfarnoM•. L'cM brown,fro to medium SMO-Rh*a Suva„0 40,PVC wea AM prnd 00030.MOW)(110 odor,ro u�np 1 a2 15 9 ) a2 25 10 "• • 2 22 2e ] 3F52 W+e P,ac ATD sp Gray,f„rr a mt*s M UND vngh Oravel 4:r<h diamaW, (loose. (vary Agm r-k wr'Ae ewer. SdmdJc 40,PVC ' no sheen) w.et(a,ato-r,rt,aot e • a2 24 a �) g S a2 26 0 Ml Brown CALT with moo-tvvy s19f,moLSp(noThrea?ed cM ae q, 70 odor,ne Shaw) . h Wry Completed 0I== U U) Total D,pth d ooring•10,9 rt 0 o 0 N 7 N N � 14 m 3 t+elez I. S4A*"hk PmU Cte ere lased on Mid ln4ogw Wdon,end rrre*WM*4,,*W .g� 2 Ra7etene b the roR d{Me spat k Meeaa.ry,er a proper andasrarrdiq d orbs mb==KRoni H g 1 Rots to'3e2 cre»hkatk n Syskm and Keye h�e for odanea M of praphl"and wrro ia. co c o 16AIL CorlocaPhIRenton Figure ASSOCIATES- Renton,Wasltingfan Lod of LAI-3 A_9 4 !N Strander Boulevard/SW 27th Street N 4 Improvements co Renton and Tukwila, Washington 0 LOG OF BORING B-313 C ' o February 2004 21-1-09369-002 m SHANNON&WILSON, INC. FIG. A-34 Geotechnical and Environmental Consultants LAI-16 ffSAMPLEDATA SOIL PROFILE GROUNDWATER Ho11ow-stem Auger $ Wound Elovation(R)• to �a it v D Mcd By: Ce3radc DrfiSng Inc �a m a lot > ' a Sal Uqm brvrn,84ty.F..b rtwe>3wm SAND wnh Oeaaeorwl Qfaval(Ioosc weq(no ado(,no than) i ' ATO , ai 14 0 —6 a — Nl �mwt,SILT wiN v=ei iae�e urd erpanin — —" 4 &VL Ma„ alt, otaQ s3 U Q O V 7 O Boring Coalpteiad Gtl29I03 Q Totmi Depth el ^q=11.5 ft 0 ' o N V N O m 14 0 Notm 1. S""r■phie con Mets ere►a-Ad an flowinterpra,a'im�am are r pprM*"xbc. i. Rc lTem*tv 1M S•d of thlo.—pert In eacaecary 1br a pops ubaratend*v a Subs LOOM oondbe ' 7. Peter to-Sod ftatalkx*ml Syskm and KIT'/pyre for 1sp{inadon of 7alml is and"WAx t. c CN m CanocoPhlllips-Renton Figure 4 I.At�Axl Terminal Loa of Boring LAI-io IA-22 C acc��+�� DcnMr, Wachltloton rn AM OCLk �..i TnTOr O 41 4 Strander Boulevard / SW 27th Street o Improvements 4 Renton and Tukwila, Washington LOG OF BORING B-314 February 2004 21-1-09369-002 0 SHANNON &WILSON, INC. FIG. A-35 m Geotechnical and Environmental Consultants iPLATE 9 BORING NO. 5 ELEVATION: 16= FEET ' •CnAPHIC +TEST DATA LOc: DESCRIPTION 0 SM BROWNISH GRAY SILTY SAND WITH GRAVEL AND ' CONCRETE RUBBLE (LOOSE TO MEDIUM DENSE, DAMP)(F1LL) 5 3 PT BROWNISH SILTY PEAT CSOFT, DAMP) 12 HL BROWNISH GRAY SILT WITH ORGANIC MATTER a, 10 ® (SOFT, DAMP) " 4 SP DARK GRAY FINE SAND WITH A TRACE OF 'SILT 64.0% b3 (LOOSE, WET) n LENS OF SILT AT 121 FEET 15 7 29.5% 91 a OCCASIONAL WOOD FRAGMENTS AT 18 FEET 20 6 LAYERS OF SOFT SILT AT 22} FEET 37.1% 83 0 25 1 SM GRAY SILTY FINE TO MEDIUM SAND WITH SHELL 2 FRAGMENTS (LOOSE, WET) a 30 0 b 0 21.7% 105 0 ' N N 35 O m 0 7 BORING COMPLETED AT A DEPTH OF 39 FEET ON ® 2-6-82 40 J STABILIZED GROUND WATER LEVEL NOT OBSERVED o PRIOR TO BACKFILLING BOREHOLE C C O m +SEE KEY FOR ixpu:uTIOH OY STrWLS 0 4 Ge*cngineer3 Inc. L(N: OF E)TLORATIO4 4 Strander Boulevard /SW 27th Street 4 Improvements co Renton and Tukwila, Washington 0 LOG OF BORING B-315 0 February 2004 21-1-09369-002 SHANNON &WILSON, INC. FIG. A-36 ii Geotechnical and Environmental Consultants r P1,AT� T rBORING NO. 1 ELEVATION: 17= FEET }CUFHIC 0 *TEST DATA LOI: DESCRIPTION SM BROWN SILTY SAND WITH GRAVEL AND CONCRETE ML RUBBLE (LOOSE, DAMP)CFILL) LIGHT GRAY SANDY SILT WITH OCCASIONAL I 6H GRAVEL (SOFT, -DAMP)CFILL) I 5 GRAY SILTY SANDY GRAVEL (LOOSE TO MEDIUM ' DENSE, DAMP)(FILL) i i 6 PT BROWN SILTY PEAT (SOFT, DAMP) I~' 10 46.71 75 r ML BROWNISH GRAY TO GRAY SILT WITH ORGANIC MATTER (SOFT, DAMP) I SP DARK GRAY FINE TO MEDIUM SAND WITH LENSES c OF SILT (LOOSE, WET) 15 � 9 45.3% 75 r 20 ML BROWNISH GRAY TO GRAY SILT WITH A TRACE OF g ORGANIC MATTER AND LENSES OF SAND ® (SOFT, DAMP) r 25 r 34.61 BS SM GRAY SILTY SAND WITH SHELL FRAGMENTS 30 (LOOSE, WET) o � 2 Lo Q 23.9% 102 r N N 35 N O r m 6AP C 40 N rC m SEE 10EY FOR EXpIJs,'IATIOH OF SYT4b0L5 N O C,eAngineers Inc. Ltx of ExPLOAAr1cr� cn cn 1 Strander Boulevard /SW 27th Street Improvements 4 Renton and Tukwila, Washington to 0 LOG OF BORING B-316 February 2004 21-1-09369-002 0 SHANNON&WILSON, INC. I FIG. A-37 m Geotechnical and Environmental Consultants Sheet 1 of 2 rLL BORING NO. 1 (CONTINUED) *GFAPHIC 40 TEST DATA toc DESCRIPTION SP GRAY FINE TO MEDIUM SAND WITH OCCASIONAL 22 24.5t loo SHELL FRAGMENTS (MEDIUM DENSE, WET) � 45 20 a 50 28 a 26. 1% 91 i 55 17 60 BORING COMPLETED AT A DEPTH OF 59 FEET ON 2-6-82 STABILIZED GROUND WATER LEVEL NOT OBSERVED PRIOR TO BACKFILLING BOREHOLE i U) iQ 0 N 7 N O m O 3 Cz C m •SEE KEY FOR EXPLANATION OF ST?W. LS 0 M GeoE 1gineers Inc. LiN OF EXI`LC7RA7IO:S on Strander Boulevard/SW 27th Street 4 Improvements co Renton and Tukwila, Washington 0 LOG OF BORING B-316 2 February 2004 21-1-09369-002 SHANNON &WILSON, INC. FIG. A-37 LL Geotechnical and Environmental Consultants Sheet 2 of 2 TEST PIT SEVEN ELEVATION: I7'- FEET 0 SM GRAYISH BROWN SILTY SAND WITH GRAVEL, CONCRETE RUBBLE, POCKETS OF SILT AND OTHER DEBRIS CLOOSE TO MEDIUM. DENSE WET TO DAMP)(FILL) GRADES TO VERY WET AND SOFT AT 4 FEET Vi - 10!2 PT DARK BROWN SILTY PEAT WITH ROOTS AND WOOD (SOFT, DAMP) 10i, - lit, ML/OL GRAYISH BROWN SILT WITH ORGANIC MATTER (SOFT, WET) TEST PIT COMPLETED AT 11 FEET 1 ON 10/8/81 NO GROUND WATER SEEPAGE OBSERV DISTURBED SAMPLES OBTAINED AT 3, 9 AND 11 FEET GecEng ineerS Inc. TEST PIT LOGS Q o Q o N N N O m W ' 0 Q N O 9 Of Cn Cn Strander Boulevard /SW 27th Street Improvements 9 Renton and Tukwila, Washington in 0 LOG OF TEST PIT TP-304 February 2004 21-1-09369-002 05 a = SHANNON &WILSON, INC. FIG. A-38 m Geotechnical and Environmental Consultants U. TES- PIT SIXTEEN ELEVATION: 16= FEET 0 - 8 GM BROWN VERY SILTY GRAVEL WITH ORGANIC MATTER AND SOME SAND (LOOSE TO MEDIUM DENSE, DAMP) (FILL) ABUNDANT WOOD AT 32' FEET 8 - 9i PT BROWN SILTY PEAT CSOFT, DAMP) 41 - 11} ML GRAY SILT WITH ORGANIC MATTER CSOFT, DAMP) 111 - 1212 SP DARK GRAY FINE SAND WITH A TRACE OF SILT (LOOSE, WET) TEST PIT COMPLETED AT 121 FEET ON 2/3/S2 GROUND WATER SEEPAGE OBSERVED AT 12 FEET DISTURBED SAMPLES OBTAINED AT 24, 81, 10 AND 12 FEET GeoEngineers Inc. TEST PIT LOGS a to L- O a' a 0 N 7 N N O m cc vi N 0 f.. R T to MM T� Strander Boulevard/SW 27th Street 4 Improvements M Renton and Tukwila, Washington 0 LOG OF TEST PIT TP-305 o February 2004 21-1-09369-002 m SHANNON&WILSON, INC. FIG. A-39 ii Geotechnical and Environmental Consultants Hole No. B-1 PROJECT:Lind Avenue Warehouse LiATE DRILLED:T/20/94 DRILL RIG: Truck-mounted LOGGED BY:Mark Dodds,P.E. HOLE DIA:8 in. SAMPLER:SPT INITIAL HATER DEPTH:20.0 ft. HOLE ELEV: = Road S.H. 29th Street FINAL WATER DEPTH:20.0 it. TOTAL DEPTH:39 it. in W DESCRIPTION SOIL GRAPHIC BLOWS REMARKS TYPE LOG i /Fl. rn Surface-Brown grasses and weeds. Brown gravemy silty Sand with Fill sane conotes,line grained,moist,loose to medium-dense. [Fill Gray silty Sand,medium-grained.very moist,loose. (Fig) 5 Moisture content - 62.4%L.L. Dark brown Itorous organic Silt,wet,soft. OH V 64.4%P.I. - 14.4% Y/�_' 5 Brown scy Sand and Sul,line to medium grained,wet,sort. SM/HL 3 Moisture content - 32.5% 10 Gray silty Sand, fine to medium grained,wet,loose. SH 8 Moisture content 37.7% ' 15 Gray Su,wet,sort. µL 3 Moisture content - 53.3% ' Passing No. 200 - 98.5% 20 Groundwater seepage. Gray sandy Sir,saturated,nedivm-dense. ML 14 Moisture content -34.0% Passing No. 200 - 68.2% 25 o Q Becomes sort-2 Moisture content - 35.2% Passing No. 200 - 52.9% 0 30 o N 7 N m Some shell fragments. 5 Moisture content = 24.1% m o I 35 ENVIRONMENTAL ASSOC ATV-S,INC. C - ..- 8 C O m tom of Boling 1. Groundwater at 120,0 leel on 7/20/94. N O Q Q> Q , Strander Boulevard / SW 27th Street Improvements Renton and Tukwila, Washington 0 LOG OF BORING B-317 February 2004 21-1-09369-002 0 m SHAchNNON &andvWILSOmentalCNo1 INC FIG. A-40 LL TEST IT 7 ' N cj DATE EXCAVATED:7/21/94 u W z°n r N I a EXCAVATION METHOD.Rubber-tired Backhoe N c o ' N CC o LOGGED BY:Lloyd J.Rellz, E.I.T. DESCRIPTION SURFACE ELEVATION: : S.W.291h St. F ill 0 Surface -Weeds Tan silly gravelly Sand, fine grained, dry,medium dense. 2 Becomes blue to gray in color, moist. 4 �5 Becomes wet,loose. OL 6 I�I Dark brown sandy organic Silt with roots,very moist, soli. I 6.5-7.0 83.4% I I I I I (old topsoil) Illll MH 8 Brown sandy Silt with some organics,very moist.Solt. 2 8.5-9.00 85.6% I 10 SP Black sand with trace sill, line grained,very moist,loose. 12 Stopped at 12.0 feel. Caving at 4'to 6 feet. ' Groundwater at 8 feel during excavation. 14 ' U No `l ENVIRONMENTAL ASSOCIATES.1NC. 'dry/ c> N N O 4/ A a_ N T 04 C') 1 Strander Boulevard/SW 27th Street 4 Improvements cn Renton and Tukwila, Washington 0 co LOG OF TEST PIT TP-306 o February 2004 21-1-09369-002 m SHANNON&WILSON, INC. FIG. A-41 Geotechnical and Environmental Consultants ti j SGr�ING NO. �- Logged By J<aJ + Date 1/10/85 ELEV. 16— epth (N) Graph CS Soil Description �ft Sample Blows (W1 Ft. gray silty SAND, fine grained, with sm greenish sandy silt layers, moist, ml medium dense (FILL) = 21 13 5 = 4 pt brown PEAT, amorphous, soft to medium 1/1SQ 5 24 �t ff beconin wet very ioc�e gray clayey SILT, wet, medium stiff to = 10 67 1.5 tsf MH stiff Y-57 10 = 13 31 PI=23 I�# } sm black red-speckled silty SAND, wet, medium dense 12 32 sm gray silty SAND grading to sandy SILT 15 }yfttt; .: ml w/silty sand lenses wet medium dense cq E€t € sm black red-speckled silty SAND, wet, 9 30 medium dense 20 mh gray clayey SILT, wet, soft to IN X ;,f 9 33 ( sm gray sandy SILT with sand lenses, wet, 25 � I ml loose, slight plasticity it = 0 47 c=.2 tsf ml gray clayey SILT with silty sand lenses, 30 wet, soft, moderate plasticity I ft �kKFrttr 3 30 ...,. 35 s- •;i){;;�;: sn gray silty ;AND with clay and shells, , wet, very loose 7 27 40 c {t: >fz becoming dense @ 42' 51 25 w ` •• Boring ten.iinated at 44' below existing grade. Groundwater observation t well installed to 19'. v c N V N O m co BORING LOG I` :iI PROPOSED KANUFACTURING SITE o Earth !t ; I RENTo27, H11SIiItIGTot1 m Consultants Inc. ` `"' O GEOTECHNICAL ENGINEERING h GEOLOGY Proi.No. 2533 Date Jan.'85 Plate 4 4 m Cb Strander Boulevard/SW 27th Street o Improvements 4 In Renton and Tukwila,Washington CD 0 LOG OF BORING B-318 February 2004 21-1-09369-002 0 SHANNON &WILSON, INC. FIG. A-42 m Geotechnical and Environmental consultants j LL s�■w■in�i awiimill�■�ii ■■a>.■w nl��■■, llta■1■�aaa r,�L I as a ILIKER silty SAND, dense to medium �a■■ n■ww■ (t�w■,/111ENE"Pp:4mtn!■fon m atll■�■■■ dense till■■,It11ffo awuaalltllf■■fi■ aas■ss■ w�■■,IIIt■a���aattllllill■�■ f==s■■■ aft■tom■■,1111�a\eta■i/IIIIUII,w■ Losss■■ "coming very loose t■nl�■■titllta\aa■1/IIWIs�■ If■a�■■11 1■■1�■■,lllltw►�atrnilmIMoon tw■■ss■ owl■■■,Illy;fIE1 M imtl■a■ oaf■■■■ clayey SILT, soft to medium In■an■t�.rtttll■e'aaaltllrnll■a■■ ■■��■■■ Is��■■r.111�1■■atel„tull��■ ■■_coon na■�■■Reullwe'naal,ltmlaaf>•■ oa•,' stiff w/possible organic layer at 10"onoderate to high plastici' IVs1�■■■■ll,.:.tw�aaUllllllti■w■ I���■ af� ,,,11�.:•..aal„iml■1�■ .T■■s■s■ a��/■tllilalwh'JI■tltd �■ altstaal>. ® .. w�■■t1111�aQaa1/ �■ q■Y■■>• tV■1■■,1III�SiVa>s11,M■�■ !'woos■ =was■,N.:��a,aaln1li111■as■ ■.u■■■■ Moor>iilwt■maal/Iltlltmm■ ■■1.7■■■ clayey SILT, very soft to 30ft ■s/.:d■t1,ll�si�aal/Illnli■m■ ■■■owns Itt■■ON■■„tIMImoaal,,IWn■=0 oils a" wlw■tlnnw��atmnn®■■■ nnl■■ttsn ailty w�■■„IIIw�O■G�:•.+ut■In■ !!soon■■ a�/■■,/Illswt��a/•911tllll■w■ tiss■■■■ SAND, dense ■was■t1111w/.i�,a1t1111111■aft■ flo/noon s��■afa,lll���slaa1,411111s�■ 7■■■■ss w/■■t1111�f�'a■11/11111ls�■ 17oss■w �sl■■,tlll■w��a►•�\Illtll■ems 1■■■■■■ ��■■/1111����/ai„iltllisws a7■s■■■ w/ clayey silt layer at 2V affe'a■■■uull■,�u.�aanuumum■ non■■■■ =am=moon INC,■t•rv.■.7af■aanOtlllt41mass coon■■ i►�m■ ��■unn■w.•.�aaamm�■�■ :anon■ aa�a■s�ltli/Iwo\ti7a11tMMUN■ 7■■sso■ S■_■ t11111■��ala!+\Illllll■NO■ lv■■■■ ■o,t,!!��+■■Saal/Iltllu■�■ ON.. wM■/nA11■�1■■Iat1,111111I■2: ■■►Jos■■ r/Mslllllas��■lat,I1111iIsw■ ■sA■■os tloll/JI\a,t111��s1aa1,1111111■�■ ■■;noon w/.\■IIIIilww�fa111111111Ems ■■N-1ssclayey SILT, very x0ft s��+.�a,1I11��a1atI1,11nillsws ■■■s�Js■ �r^`■tillt���aal/1111111sw■ ■r.■■als ==sp:.••1>•w�aa1,111U11■tom■ ■:•�■■■■ ,/Possible organic layer at 311 �■►i:�a/,=I�w�aalllllrlirEno ■■�s■�� tVsi■■%Ittlr,a■r�■apllllllls�■ .:noon■ aw�so„tll�/��tat,llllt�i■w■ .tl■man■■No■■■ ��■■tiill�w\"±�lillllll/�■ ��■■,,,Il,a■11t,saa!•�1uu1■ws It■■■■■■ ■�i,iiiiuii�aiiiiiau I��■ ►�■■■■■■ ■1•>•■■ultlw■waaa�..11rtlaii h■0■ull■s • tafi�s■ttllt�wafa>•Vitllllr■I�■ 17 ��■alluu�a■■aal,c11111ams seasons af1�e!■■tt111af�e!>saaf+nlmtlaa�■ .�■■■■■� r�■t„Ill�w�l/•Iillpll�O■ 11■■■■■n ■w■1■■„Illss■��t[!7111111I�w■ 11■■■■■s s�■t■■„111��■Iali)1 I1U7•w■ /.soon■■ ��■■„Iilafas��aal.��lll��■ a■■■■■■ ��n■ttlliw��aa=11•'+�lbw■ tl■s■■■■ r�■t,tlliEms! 0li.IIIIII■�■ II■■■■■■ t■■aaa■+aoml■a■tta.■a!:umn��■ lions■■■ �����%tll����t�i11!lll��f t!■����� ■lo�■anttlt■�t�■ar.t/t1111■Iw■ a■■■■■■ ��■■ltlllt■�w■■a►a1ll�lltnt�■ s■s■■■s Matt■■,t111■��■■a1.t111111��■ ■■snag■ aw�•lrtllnfn�■■u■�Iltnunae!■ ■s>,•■tlu w�■■„Itlt■�w■■,sllllllt�w■ noon■■■ !w�■■a/llla�m■t■alll/Itlllsla■■ monsoon ��■■,nll�t■■a1,1111111t•m■ ■ ■ taws■•�,t111���■a1,1111111■w■ no■on■■■■■■■ ���■Illllt■�ou■allillllltr�o tftlons■ DUTCH CONE LOG PROPOSED MMMFACTURING SITE Earth Consultants Inc. GEOTECHNICAL ENGINEERING & GEOLOGY LOG OF : • 1 February1/4 19 .• 11 Sul-:ATIM4 'Y A tn IN LL Sound Transit C13 Property L9 LIU. L nl� J Al J, F 7! I U B-102 -ifo-ULEVARI B- 71di rI3 IL • AJ V Ml dr s"S _3 7 3 �vq Z City of r _.T Tukwila . Property 4 A I < S A B-301 j ►I I �,�. LL �; i w� - - _ !i ' I - ' 1 041 Alt, > co cil 9 9 LEGEND Current Boring Designation and Location Surveyed by Perteet 0 60 120 B-100 (Shannon&Wilsonjnc.) Strander Boulevard SW 27th Street 9 B-200 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 _L__ L provided by Perteet via the B-300 Boring Designation and Approximate Location(previous,by others) co Buzzsaw website:22044EB.dwg, TP-300 Test Pit Designation and Approximate Location(previous,by others) dated 8-22-03;22044pts.dwg and 22044ROW.d SITE AND EXPLORATION PLAN vvg.dated 7-9-03. Cone Penetration Test Designation and Approximate Location F C-300 (previous,by others) 2. Survey performed by Perteet. o At Generalized Subsurface Profile Designation and Approximate February 2004 21-1-09369-002 hi Location(See Figure 3) Sheet Key Plan 3. Elevation datum is NAVD88. SHANNON &WILSON,INC. FIG. 2 iz L_ Geollechrical and Environmental consultants Sheet 1 018 L _j Boeing Long Sound Transit Site L Property A P P Z )F P P S -7 ti 0, PROPOSED STRANDER BOULEVARD B-1 02' — IPROPOSED.S EM 04 16 / 1 8 ,ts 07 ...... ------ 06 �'l U M B-109 City of Renton Right-of-Way T' r'k B-103 L3 L) Z City of B-302 L: Tukwila Q Property IX _j Boeing Longacres Site J_ -j LIL ..... ... DEIISE TREE: DEf IS TREE; E WIZ IRIL MIZE Z T-Aa 1h l 0,..h L N LL C"I to 9 LEGEND'-_," Current Boring Designation and Location Surveyed by Perteet 0 60 120 M B-100 (Shannon&Wlson,lnc.) Strander Boulevard SW 27th Street 9 NOTES 113-200 A"�� Current Boring Designation and Approximate Location Improvements �_F (Shannon&Wilson,Inc.) Scale in Feet 1. This figure is based on drawings Renton and Tukwila, Washington B-300 Boring Designation and Approximate Location(previous,by others) provided by Penteet via the Cq Buzzsaw website:22044EB.dwg, 0) dated 8-22-03;22044pts.dwg and 9 TP-300 Test Pit Designation and Approximate Location(previous,by others) 22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN L C Cone Penetration Test Designation and Approximate Location -300 (previous,by others) 2. Survey performed by Perteet. February 2004 21-1-09369-002 9 At Generalized Subsurface Profile Designation and Approximate 3. Elevation datum is NAVD88. 6 Location(See Figure 3) Sheet Key Plan SHANNON &WILSON, INC. FIG. 2 il: I Geolechnical and Envirormental consuitants Sheet 2 of 8 _v, 9 1 ' — i - - -' Boeing Longacres Site i _ = B-111 - pRo TRA — f of - �-�— SEA O Q. BOG oe .'s 01 i A,, _1 Ne - _ -' Boeing Longacres Site 4 =- Pro LL 04 R LEGEND m B-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120 (Shannon&Wiison,lnc.) Strander Boulevard/SW 27th Street N B-200 ) Scale in Feet 1. This Current Boring Designation and Approximate Location NOTES Improvements (Shannon�Wilson,Inc. figure is based on drawings Renton and Tukwila, Washington � B-300 BoringDesignation and Approximate Location - T ` provided by Perteet via the 9 PP (Previous,by others) j �--ter--` 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 22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN `y Cone Penetration Test Designation and Approximate Location _ _ - C-300 Q (previous,by others) 2. Survey performed by Perteet. 9 At Generalized Subsurface Profile Designation and Approximate _,__ February 2004 21-1-09369-002 io Location(See Figure 3) 3. Elevation datum is NAVD88. - h SHANNON&- Sheet Key Plan WILSON,INC. FIG. 2 lL Geotechnical and Environmental Consultants Sheet 3 of 8 lr�t• lr I l I I '' I .II � `•U • �1�. ! I I � I I Il 1 I I } •y i, r",`Ir i-' 1 ll'!�r'11 l' i � 1 I II ' I ,,, J ` 1; �`t=•.j1�`� Boeing Longacres Site -� ) Wetlands ;. Ii '�.T' I✓��: I l � � ,�„\6 '� a ,. 1 , ; , , _,�• .�rW.m zrq, / r I rh.��:,x.. 5 11- I 1 na � { —;J, -:.-. , i ,! 1 =-� �,I r. III 1 { ll !- •,.{ <a- , 'J }"`� f_ :may. - - ,, -'- j,.�,,, v ��� � �. r� ,!• '�I i - �V 1 _ ��1I'.1 U _ ��l � '\,I -������ _�=cna-.:J (i;;x�" _- � } II �1! I! 'l� '� � ,� ,i d b•_ .�v.'-, '�'•— _ �,. ;,I� r� 'x, � ��' 1 1, � �1 x I, � I — 11 I •i � --- 1 •al` l 1}—J'—'-' i i' -1 - . t _.1 - i 5�1 �.j / t .! !I_ _ -�.1 �.l - , i! _ 1 �<.,T• - i ��j b-'�- T - / r,', I• 1 •a�s 1 ;' a_ 1, � ,�i_ 1 I` { ><, 11 �� '� •.'� 1 I ,'{ ! . a --- � ''�; ':i '' •'1 - '�i t 1'�'�`'��,,.�N; � ��-�,,•�-�=_-.P�'- _.—_-` -�.. .�� ''�- l a4'1 il� ;�. I -'_� J l \ •`i �- �- -- d 1 � !. -- !a i �,4 , i-- 1 '1_-, '11^ _y-� i }i� �: I1� �'" i� `+-�F�- � ___ _ � ! � _.._\ _ 1s. \•w -kW.war ,..� , C` �_ � _ - _'' ,� y�• __.��'-i-��. �-�S y _ a _ 1•r " j _ — — mar 1 —fir �Tj yea,._ --a` �Y` ,� I--__1 - _ - � T -' 1•. -�•t-_---_� _ �.,. _._-�_. ---'�'. __ —_.�-•--Y`�_- ___•.----I ^I ��-•�' ,�l 1 l _ as 7r.. -�`•av s ,-ZI - - ; 1— ��l !; _l -a --- _ - - 1-7 r NDER SEp O qRD STRA X,. s r Renton Wetans c aji q r dr N I !.1 $1 •I •x. CM A Renton L Wetlands '1 I 11 m L , I u Y I• I 1 ` 11 0 ' I 1 Q1 LEGEND m B-100 Current Boring Designation and Location Surveyed by Perteet 0 60 120 (Shannon 8 Wilson,lnc.) Strander Boulevard/SW 27th Street N B-200 Current Boring Designation and Approximate Location NOTES Improvements (Shannon 8a Wilson,Inc.) _ — Scale in Feet 1. This figure is based on drawings Renton and Tukwila, Washington ddd B-300 Boring Designation and Approximate Location(previous,by others) provided by Perteet via the _ 1 Buzzsaw website:22044EB.dwg, s TP-300 Test Pit Designation and Approximate Location(previous,by others) r i dated 6-22-03;22044pts.dwg and 22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN Cone Penetration Test Designation and Approximate Location i 1 C-300 (previous, by others) _ 2. Survey performed by Perteet. 9 A Generalized Subsurface Profile Designation and Approximate _ II February 2004 21-1-09369-002 Location(See Figure 3) -- 3. Elevation datum is NAVD88. LL Sheet Key Plan SHANNNON &WIL�SOntal`N, INC. onsultants FIG. 2 iNcal and Sheet 4 of 8 TP-301 TP-302 B-304 B-305 ' � Wetlands r W TL I ri r j r J—LL[ 111'' V, 7 �-1 e -4 7 ===IME - --------------------- Z o 7-4-Z-0 n NE ------ E"—,;E FREE- XWE 'PIFIS DF.A'E !RL", A N ' % XH�E TREES 04 '.E::17E TRUE-, cm Renton Wetlands cri U) OI ' N !N LEGEND Current Boring Designation and Location Surveyed by Perteet B-100 (Shannon&Wilson,lnc.) 0 60 120 M Strander Boulevard SW 27th Street 9 B-200 Current Boring Designation and Approximate Location NOTES Improvements (Shannon&Wilson, Inc.) Sc.ale in Feet 1. This figure is based on drawings Renton and Tukwila, Washington provided by Perteet via the B-300 Boring Designation and Approximate Location(previous, by others) r Buzzsaw website:22044EB.dwg, 9 TP-300 Test Pit Designation and Approximate Location(previous,by others) I L dated 8-22-03;22044pts.dwg and 5 Cone Penetration Test Designation and Approximate Location 22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN 2 C-300 (previous, by others) 2 2. Survey performed by Perteet. 9 At Generalized Subsurface Profile Designation and Approximate L February 2004 21-1-09369-002 6 Location(See Figure 3) Sheet Key Plan 3. Elevation datum is NAVD88. SHANNON&WILSON, INC. FIG. 2 iz F Geotechnical and Environmental Consultants Sheet 5 of 8 TP-302 TP-303 Q) N o ram- ConocoPhillips r DEIhE IREE� I. Tank Farm -3 Wetlands ' __ - _ — — . . B-307 -3: ........ rj B-3 F ............. B.306 X!ISE I Z U 0 -1;:E TREE: IN . : . ..............=6; C� .. ......... C� DE'GE TREE; ------- iL C"! Q4 Renton Wetlands 101SE rREEd DEMS (D Go ICE, tD C? 2 LEGEND Current Boring Designation and Location Surveyed by Perteet B-1 00 5� 0 60 120 (Shannon&Wilson,inc.) Strander Boulevard SW 27th Street C? A-) Current Boring Designation and Approximate Location NOTES B-200 ', Improvements c-4 -W (Shannon&Wilson,Inc.) Scale in Feet 1. This figure is based on drawings Renton and Tukwila, Washington provided by Perteet via the B-300 Boring Designation and Approximate Location(previous,by others) Cl) Buzzsaw website:22044EB.dwg, 9 0) TP-300 Test Pit Designation and Approximate Location(previous,by others) i dated 8-22-03;22044pts.dwg and22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN Cone Penetration Test Designation and Approximate Location 2 C-300 (i) (previous, by others) iE 2. Survey performed by Perteet. 2 ...... February 2004 21-1-09369-002 9 At Generalized Subsurface Profile Designation and Approximate Location(See Figure 3) ------- Sheet Key Plan 3. Elevation datum is NAVD88. SHANNON&WILSO INC. FIG. 2 ii Geotachnical and Environmental Consultants I Sheet 6 of 8 a) :..' B-315 TP-304 m ConocoPhillips Tank Farm :. ' ;T zj S DEI4SE TRc ,'L T i i r ____—• !r•J .. Wetlands -, � i�:�r 31 I Wetlandsr �•r lam, 1 - b B-311 B-312 B Q ��{{ •� � >�,:.�;-1 `�.-� � ;� I� __ __ _.. � �' _�"�'----, =J - r Y iI• 1 GEII:E TREES i yy�� jr - -1�eyl• '�� P -309 3— _ ., _ I K 1 27 -ml rJ-•m.7. _ - —,SW 27TH i y. lrlll1r111�11��1 Renton Wetlands UE i USE TRE_S •:rr N TR IIELISE EE UCII':r TREE', —�IJ I - I I I 1 Q G 2 TP-306 B-317 I`-� U- N" Ihl I+ II I i m � I I{is. I � _" I°:•-' _ LEGEND B-100 Current Boring Designation and Location Surveyed b Perteet 0 60 120 ' (Shannon&Wg y y ilson,lnc.) Strander Boulevard/SW 27th Street N Current Boring Designation and Approximate Location NOTES Improvements (S hannon ) Scale in Feet 1. This figure is based on drawings Shannon�Wilson,Inc. Renton and Tukwila, Washington m B-300 0 Boring Designation and Approximate Location(previous,by others) -' L==r provided by Perteet via the n Buzzsaw website:22044EB.dwg, 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) — n 2. Survey performed by Perteet. 9 A Generalized Subsurface Profile Designation and Approximate February— � ry 2004 21-1-09369-002 m Location(See Figure 3) 3. Elevation datum is NAVD88. Sheet Key Plan SHANINaON&vim Wmentaj�n INCH FIG. 2 Sheet 7 of 8 JII I I I( I � w "r N • B-316 [ ' t TP-305 a II u ca W I 1 r i� --J �► I I W I kl - ' (. pl-.:n.:,nv, ��,►:urxR iF' - �-*�'„t-- _.�-T�r- _ ___ f ���1 � �l�lll � i I y i a.nwro. ' I �� '«/�``_ ��- .l ,k J -. —`T�-J�� :a..o-rt`_ .� / :wuta-� J.._r."'c•.rn. ____ � 1 t i _. —. B-204_ �- - - - - - �r _ -- — -- _ '`` a'' •Yo' C'�`—r� ), ( — III I --I + 0 1 treet V �• � - Svc ---- �• - I _ �f - - +m-.� 11 ► — 1 ,=.' I I I i _ I I ► I I I I I i y I �.L„� � ~ ,� .ash- ,` � III I 'l� it _ I I� I I i ► ► I I I i I I I I I I�;'`a I � � Y a.. ` r. y1 J .'i fl I I 7-7 t,-k L I 1 N C-301 ;I j l I i y iz a I Ii 1 1 P ; # t � I � I q B-318 r ► S LEGEND ► �I ,I j � B-100 Current Boring Designation and Location Surveyed by Perteet ' 0(Shannon&Wilson,lnc.) 60 120 4 Strander Boulevard/SW 27th Street N B-200 � Current Boring Designation and Approximate Location NOTES Improvements (Shannon& Ison,Inc.) Scale In Feet 1. This figure is based on drawings 2d5 Renton and Tukwila, Washington 8-300 Boring Designation and Approximate Location(previous,by others) - —L-� provided by Perteet via the O0 Buzzsaw website:22044EB.dwg, 3 TP-300 0 Test Pit Designation and Approximate Location(previous,by others) dated 8-22-03;22044pts.dwg and -' 22044ROW.dwg,dated 7-9-03. SITE AND EXPLORATION PLAN C-300� � Cone Penetration Test Designation and Approximate Location (previous, by others) 2. Survey performed by Perteet. 9 /4 February 2004 Generalized Subsurface Profile Designation and Approximate ry 21-1-09369-002 m Location(See Figure 3) — 3. Elevation datum is NAVD88. LL Sheet Key Plan SHANNON&WILSON, INC. FIG. 2 Geotechnical and Environmental consultants Sheet 8 of 8 �J��JJILA, l,�,qs City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director , 190 RECEIVED OCT - 1 2004 Transportation Systems Div. September 24, 2004 Rob Lochmiller Department of Public Works j Renton City Hall 1055 South Grady Way Renton, WA 98055 SUBJECT: SEPA Lead Agency for Strander Boulevard Extension Dear Mr. Lochmiller: The Strander Boulevard Extension Project will construct improvements both in the City of Renton and in the City of Tukwila. As we have previously agreed, the City of Renton is taking the lead in the planning for this project. In accordance with WAC 197-11-926,the City of Tukwila formally agrees that the City of Renton will be the SEPA Lead Agency for this governmental proposal. As part of the coordination between our two jurisdictions for this project, the City of Tukwila will have the opportunity to review and comment on the SEPA checklist, exhibits, and threshold decision. The City of Tukwila will also have opportunities to review and comment on the design at appropriate milestones in the process. If you have any questions, or if we can be of any assistance,please contact me at (206) 431-3670 or Jill Mosqueda(Public Works) at 433-0179. Thank you. Sincerely, 1 Steve Lancaster, Director OczVCt OP,yFM �FREIVT�NN/At ocr , , At AE ?40y Cc: Jim Morrow Jill Mosqueda 6300 Southcenter Boulevard, Suite #100 Tukwila, Washington 98188 Phone: 206-431-3670 Fax. 206-431-36 SEPA Environmental Review Application Strander Boulevard Extension Project City of Renton September 2004 _ g _ NEIGHBORHOOD DETAIL MAP Please refer to the attached Figure 9-1. DEVELOPMENT pLANNING CITY OF RENTON OCT 1 12004 �-CEIVED ® 9-1 Perteet Inc. O st► 's � p 50 s 143rd s< o�d r � S 143rd A Rd S N4m St SN 71h St St St R n so 10 St so 00 NaY 151st — ' SN in SL -- th SL SN 16th St S 151h St S 153rd St S 153rd St N S 17th St PROPO ED UPR S' erd SW 19th St Ift St N SN 21st St s 21R St PROPOS D ROADWA ` LIMITS S77r05t 5 St N < p ass I4 UkWl18 • • • • • �' �� �a�an s1 \\ W 27M St SN 271h St � S 25 S� S 20 i d Treck Dr BNSF RACKS(2) SW2MSt c SN 391h St S 31st W 0 Dr �` m �' q 538MR S Ors E ! SN 34th St SN St S 311h Z. MYddsr --t < Dr, U �t g UPRR T CK(1) SPmS< d SN 3ft St in St S 3Bth 's W SN 41st SL SN 41st � KEY Employment Area-Valley t - y SN Od 9L sw Commercial Light Industrial 181 - ' r////, Tukwila Urban Center s 1 Employment Area Industrial a City Limits D Tavg < Residential Low Density a Residential Single Family S lerth St City of Renton Figure 9-1 R E N T O N Strander Boulevard Extension Neighborhood Detail Perteet Map SEPA Environmental Review Application Strander Boulevard Extension Project City of Renton September 2004 = 15 = FLOOR PLANS .......................................................................................................................................................... c This requirement is not applicable to this project. This is a road construction project and c there are no buildings proposed. ........................................................................................................................................................E DC VELUPIIAE Clay OF ENrONNING OCT 1 12004 RECEIVED z 15-1 Per Inc. MATCH LINE SEE FIGURE 10 — 2e FIGURE 10-2e LEGEND W00 W -- -_ - RIGHT-OF-WAY __ a — w BP BURIED POWER . — w w OP OVERHEAD POWER ss SANITARY SEWER U q I SD STORM DRAIN J n 0 GAS LINE w WATER LINE I I ` FIGURE 10-2b BRUSH/TREE LINE FIGURE 10-2c FIGURE 10-2d WETLAND BOUNDARY I II } I I Ise — — — CITY LIMITS 0 I ca w II I I I— of SCALE II II �� I � � FIGURE 10-2a LjL II+ 60 0 60 120 o FEET "J - I FIGURE 10-2f I I o KEY MAP F— I " RELOCATED I INTERURBAN + Z I TRAI Lt Q NEW TREES IN LANDSCAPE J / — STRIP SPACED @ 25' EX TING TREE TO hon TYPICAL FOR LENGTH OF �0 I Z o E M - PROJECT U�IL EXISTING TREES TO BE REMOVED Cw SS �� P . I a S SS SS OP 25. a : SS SS : OF n a _ SS FIL " IV� —ii—,: I .. . o . _ 25+00 Cf) + 20+00 21+00 22+00 - 23+00 26+pp 1 15+00 16 00 17+ - - - --H--- -i --T -+-- - -i Q5 �-- f 12+00 13+1OQ �- - I- - i X : - o tt 22.5 FILL h•ON49 - 1TRANDER BLVD. I�^ V ifMlLr i�-\ 1 _ v \ N � N " "` IN 0- 0 In 2 o ti V) a V w � 12 I v 11 � � EXISTING TREES i 1' TO BE REMOVED o I IiI Q I o � LI'T � � II PROPOSED I I UPRR TRACK 1 + y I � I� I NOTES : 1 . A THOROUGH TREE INVENTORY HAS NOT BEEN COMPLETED lc� WITHIN THE PROJECT AREA. THIS INFORMATION WAS COMPILED / I FROM AN AERIAL SURVEY AND A FIELD SURVEY. MATCH LINE SEE FIGURE 1 0— 2f 2. THE CITY OF RENTON IS DESIGNING WATER AND SANITARY SEWER UTILITIES. THESE PROPOSED UTILITIES ARE NOT Figure 10-2a SHOWN ON THESE PLANS, BUT WILL BE CONSTRUCTED DEVELOPMENTCPLA OF N PLANNING WITHIN THE �� RIGHT OF WAY OR EASEMENT AND WILL NOT Site/ Topographic/ Tree Cutting/ EXCEED 12 DIAMETER PIPE. Perteet Inc. OCT 1 1 2004 3. WETLAND BUFFERS ARE NOT SHOWN ON THESE PLANS, BUT 425-252-7700 1 1-800-615-9900 Land Clearing/ Habitat and Utilities Plan RECEIVED ARE PROUDED ON FIGURE 16-1 . RENTON 2707 Colby Avenue. Suite 9U Everett, Washington 98201 AHEAD�F THE CURVE BOULEVARD EXTENSION PROJECT NOTES: FIGURE 10-2e 1 . A THOROUGH TREE INVENTORY HAS NOT BEEN COMPLETED WITHIN THE PROJECT AREA. THIS INFORMATION WAS COMPILED FROM AN AERIAL SURVEY AND A FIELD SURVEY. 2. THE CITY OF RENTON IS DESIGNING WATER AND SANITARY SEWER UTILITIES. THESE PROPOSED UTILITIES ARE NOT SHOWN ON THESE PLANS, BUT WILL BE CONSTRUCTED WITHIN THE RIGHT OF WAY OR EASEMENT AND WILL NOT EXCEED 12" DIAMETER PIPE. 3. WETLAND BUFFERS ARE NOT SHOWN ON THESE PLANS, BUT FIGURE 10-2b ARE PROUDED ON FIGURE 16-1 . FIGURE 10-2c FIGURE 10-2d 0 SCALE 0 =� FIGURE 10-2a d„ 60 0 FEET 60 120 -J R OD cf) r FIGURE 10-2f \ 'Q9 sj. K EY MAP a o 0 0 0 0 o 0 0 _ � - � 0 AAMLT y„__- V) NEW TREES IN LANDSCAPE - Y STRIP SPACED @ 25' Q TYPICAL FOR LENGTH OF XO PROJECT Cn I ❑� I *�I EXISTING SMALL SHRUBS s° TO BE REMOVED AS EXISTING POPLAR TREES x I BLOCK RETAINING NECESSARY FOR TO BE REMOVED AS ED WALL IMPROVEMENTS NECESSARY FOR aH �° �F-71 EXISTING TREES °o0 .� `� TO BE REMOVED cP LO AlIMLi ❑ I O f / - 25. , 2a0 .cnao 27c — -- — .� .�. • roar soAv ra..e roe+�o 1 34 o0 .. 1 00__(z 22.5 O ` y B ® #— Y — ,A, As*w.r p O 0 0 0 p0 20. Awur e O .35+00 00 T 37+00 40+00 L3 00 + Wr o — 0 0 0 0 0 0 0 0 Q 6 0 I N AfM4r— _� _ 4- ---- _ -- ss _T1 SD I , r W �— FILL IFILL z FILL — P — — --- - 6 2 / 5. _ FILL ro z W T FI rcnwo sro • t-i •-" 1 8 ME 1CRAND 27A - WEILAND 27E \O ` ElIID27A h EXISTING TREE DETENTION ~v Q TO BE REMOVED VAULT / I s � BLOCK RETAINING WALL 0 O LEGEND RIGHT—OF—WAY BP BURIED POWER OP OVERHEAD POWER SS SANITARY SEWER Figure 10-2b DEVELOPMENT PLANNING SD STORM DRAIN CITY OF RENTON G GAS LINE Perteet Inc. Site/ Topographic/ Tree Cutting/ OCT 1 12004 w WATER LINE 425-252-7700 1 1-800-615-9900 Land Clearing/ Habitat and Utilities Plan RECEIVED BRUSH/TREE LINE 2707 Colby Avenue, Suite 900 WETLAND BOUNDARY RENTON Everett. Washington 98201 AHEAD OF THE CURVE STRANDER BOULEVARDEXTENSION PROJECT I FIGURE 10-2e FIGURE 10-2b FIGURE 10-2c FIGURE 10-2d I . I 1 1 SCALE I I FIGURE 10-2a 60 0 60 120 200' BUFFER FEET I I NEW TREES IN LANDSCAPE W STRIP SPACED @ 25' w FIGURE 10-2f ; TYPICAL FOR LENGTH OF I U PROJECT I KEY MAP I Y I O � O EXISTING TREES EXISTING TREES J TO BE REMOVED AS TO BE REMOVED AS m NECESSARY FOR NECESSARY FOR OHW C.� BLOCK RETAINING IMPROVEMENTS IMPROVEMENTS p ALL TREES IN EXISTING p I Z I LANDSCAPE STRIP TO L _ WALL * BE REMOVED + BLOCK RETAINING EXISTING TREES WALL 0 TO BE REMOVED �- _ Pf o ]2 pE-MNp 27J .5 Flo X _ j q 0, FILL --- 1� - r. ' -1-��4 { - --• _ - •r. ' t 56+00 +00 + 6 +00 61 62+OQ, 63+00 - �- 2F ,E //'��,W1D 2]f y -1 V / (, 5.,rye, i „"n' .,■.. S D �S D c2n 04 W Q DETENTION I I _ _ - W VAULT I I I NE LAND 2] -__ -175 —� FILL FILL _ _ F -- c, ._) — — � �>c 6, .� 12, ■C,WID e . a BLOCK RETAINING WATER QUALITY �...�+.��+•�`^'�, ,./ 1111 ___�. WALL VAULT r DETENTION EXISTING TREE co DETENTION Q VAULT TO BE REMOVED VAULT o I 1U V 0 NOTES: 1 . A THOROUGH TREE INVENTORY HAS NOT BEEN COMPLETED LEGEND WITHIN THE PROJECT AREA. THIS INFORMATION WAS COMPILED �° RIGHT—OF—WAY 1 FROM AN AERIAL SURVEY AND A FIELD SURVEY. BP BURIED POWER 2. THE CITY OF RENTON IS DESIGNING WATER AND SANITARY C. OP OVERHEAD POWER SEWER UTILITIES. THESE PROPOSED UTILITIES ARE NOT SS SANITARY SEWER SHOWN ON THESE PLANS, BUT WILL BE CONSTRUCTED WITHIN THE RIGHT OF WAY OR EASEMENT AND WILL NOT SD STORM DRAIN I I EXCEED 12" DIAMETER PIPE. GAS LINE 1 I 3. WETLAND BUFFERS ARE NOT SHOWN ON THESE PLANS, BUT w WATER LINE ARE PROUDED ON FIGURE 16-1 . BRUSH/TREE LINE — — — — — — — WETLAND BOUNDARY I 1 = v — — — — BUFFER I I —————— OHW Figure 10-2c DEVELOPMENT PLANNING -� CITY OF RENTON o ra h i c/ Tree Cutting/ OAT 1 12004Perteet Site/ Tolac. p g p , ' Land Clearing/ Habitat and Utilities Plan FECEIVED425-252-7700 11-800-615-9900 RENTOl� 2707 Colby Avenue, Suite 9N Everett, Washington 98201 .��-IEAD�F THE CURVE STRANDER BOULEVARD EXTENSION PROJECT Y N1 � o � as 0 SCALE 60 0 60 120 4 Q FEET r J o FIGURE 10-2e a W C0 a ALL TREES IN EXISTING NEW TREES IN LANDSCAPE LANDSCAPE STRIP TO STRIP SPACED @ 25' FIGURE 10-2b p BE REMOVED TYPICAL FOR LENGTH OF Ig FIGURE 10-2c FIGURE 10-2d p � PROJECT C� f FIGURE 10-2a C� ,.wr W 00 6 69♦ - 70+00 71+00 7 r a --}— —I —6— —�� �— } — — �-- z 8D - - c._ i SO _ SD J - =- — FIGURE 10-2f oa _ -BP �' BP � KEY MAP U o UT L 6 I— 6' 12' Q U__ 0 DETENTION BURDW ALL TREES IN EXISTING VAULT LANDSCAPE STRIP TO I N OTES : BE REMOVED � ALL TREES IN EXISTING 1 . A THOROUGH TREE INVENTORY HAS NOT BEEN COMPLETED LANDSCAPE STRIP TO WITHIN THE PROJECT AREA. THIS INFORMATION WAS COMPILED FROM AN AERIAL SURVEY AND A FIELD SURVEY. BE REMOVED 2. THE CITY OF RENTON IS DESIGNING WATER AND SANITARY REMOVE LARGE SHRUBS o SEWER UTILITIES. THESE PROPOSED UTILITIES ARE NOT SHOWN ON THESE PLANS, BUT WILL BE CONSTRUCTED AS NECESSARY FOR WITHIN THE RIGHT OF WAY OR EASEMENT AND WILL NOT CONSTRUCTION I EXCEED 12" DIAMETER PIPE. 0 m N 3. WETLAND BUFFERS ARE NOT SHOWN ON THESE PLANS, BUT ARE PROUDED ON FIGURE 16-1 . o � " LEGEND - RIGHT—OF—WAY BP --- BURIED POWER »-� OPMENT PLANNING OP OVERHEAD POWER DEVE CLITY OF RENTON 10-2d aCT 1 1 2004 ss SANITARY SEWER FigureSD - STORM DRAIN �E�E1VE® � GAS LINE Perteet Inc. Site/ Topographic/ Tree Cutting/ w WATER LINE 425-252-7700 1 1-800-615-9900 Land Clearing/ Habitat and Utilities Plan BRUSH/TREE LINE_ _ _ _ _ _ RENTON 2707 Colby Avenue. Suite 900 WETLAND BOUNDARY � Everett, Washington 9$201 STRANDER BOULEVARD EXTENSION PROJECT AHEAD OFn3E CURVE MATCH LINE SEE THIS DRAWING FIGURE 10-2e ISTOCKPLESI I hNd Pv4ft 1 1 1 : FIGURE 10-2b I I n 0 x I FIGURE 10-2c FIGURE 10-2d � I If I I a I I FIGURE 10-2a WAUXNG I I I -0— ti I I i I P.•.d I� FIGURE 10-2f DENSE TREES MLOW sca a 22+ I Pod . K EY MAP fl II II � P.•.d II w NOTES : 0 P.rlOp L i ct 1 . A THOROUGH TREE INVENTORY HAS NOT BEEN COMPLETED ol WITHIN THE PROJECT AREA. THIS INFORMATION WAS COMPILED II} FROM AN AERIAL SURVEY AND A FIELD SURVEY. I f I ! I �•�P-tom 2. THE CITY OF RENTON IS DESIGNING WATER AND SANITARY P°wd II SEWER UTILITIES. THESE PROPOSED UTILITIES ARE NOT s-•.I SHOWN ON THESE PLANS, BUT WILL BE CONSTRUCTED II WITHIN THE RIGHT OF WAY OR EASEMENT AND WILL NOT I EXCEED 12" DIAMETER PIPE. II x I 11 3. WETLAND BUFFERS ARE NOT SHOWN ON THESE PLANS, BUT ARE PROUDED ON FIGURE 16-1 . P<wd 0. OPOSED I LEGEND RR TRACK ------- RIGHT—OF—WAY BP BURIED POWER PROPOSED OP OVERHEAD POWER U P R R TRACK I . SS SANITARY SEWER � I Q + 1 SID STORM DRAIN J P„� G GAS LINE I I Y w WATER LINE W BRUSH/TREE LINE — — — — — - WETLAND BOUNDARYLL CITY LIMITS I I I � co SCALE Pn-d 0 60 0 60 120 FEET o m.L to ft"d P.&&Q MATCH LINE SEE FIGURE 10- 2a MATCH LINE SEE THIS DRAWING Figure 10-2e Topographic/ Cutting/ DEVELOPMENT PLANNING Perteet Inc. Site/ Tree CTY OFRENTTO OCT 1IM 425-252-7700 1 1-800-615-9900 Land Clearing/ Habitat and Utilities Plan RECEIVED RENTON 2707 Colby Avenue, Suite 900 Everett, Washington 98201 T RA N D E R BOULEVARD EXTENSION S PROJECT AHEAD OF THE CURVE MATCH LINE SEE FIGURE 10- 2a MATCH LINE SEE THIS DRAWING o I I I FIGURE 10-2e I + I i IX L Io � I � � I I I I I I ► " Z I ► I FIGURE 10-2b 3 I I � 1 h I I I } FIGURE 10-2c FIGURE 10-2d I PROPOSEDUPRR TRACK II FIGURE 10-2a I 11 LL o I \ \ I x + I I I L � I 1 1 � + I } I FIGURE 10-2f I o o KEY MAP X I I I } NOTES: J ► i I I PROPOSED I I I 1 . A THOROUGH TREE INVENTORY HAS NOT BEEN COMPLETED UPRR TRACK J I� X WITHIN THE PROJECT AREA. THIS INFORMATION WAS COMPILED I x I FROM AN AERIAL SURVEY AND A FIELD SURVEY. —j 2. THE CITY OF RENTON IS DESIGNING WATER AND SANITARY } I SEWER UTILITIES. *THESE PROPOSED UTILITIES ARE NOT I I Y SHOWN ON THESE PLANS, BUT WILL BE CONSTRUCTED I } I I 1 WITHIN THE RIGHT OF WAY OR EASEMENT AND WILL NOT I I I I I EXCEED 12" DIAMETER PIPE. to +7 ssoo I IL 3. WETLAND BUFFERS ARE NOT SHOWN ON THESE PLANS, BUT ARE PROUDED ON FIGURE 16-1 . 0 v v LEGEND I ° I } + RIGHT—OF—WAY i + I ► " BP BURIED POWER OP OVERHEAD POWER ° II SS SANITARY SEWER I I SD STORM DRAIN o I 0 GAS LINE I � W WATER LINE � I I I 1 BRUSH/TREE LINE WETLAND BOUNDARY — — — CITY LIMITS I 1 it � • I I ,I I I I I I } i SCALE ° I MATCH LINE SEE THIS DRAWING 60 0 60 120 FEET DEVELOPMENT PLANNING CITY OF RENTON OCT 1 12004 Figure 10-2f RECEIVED Perteet Inc. Site/ Topographic/ Tree Cutting/ 425-252-7700 1 1-800-615-9900 Land Clearing/ Habitat and Utilities PlanRENTON 2707 Colby Avenue. Suite 900 Everett, Washington 98201 AHEAD OF THE CURVE STRANDER BOULEVARD EXTENSION PROJECT